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HomeMy WebLinkAboutPermit D04-256 - KHAN RESIDENCE - LOT 2 - NEW HOUSEKHAN DEVELOPMENT LOT 2 13815 MACADAM RD S D04 -256 City O .� Tukwila Depart►nent of Con ►m►tnity Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tttlnvila.tiva.its DEVELOPMENT PERMIT Parcel No.: 3229200005 Address: 13815 MACADAM RD S TUKW Suite No: Permit Number: Issue Date: Permit Expires On: Steven M. Mullet, M(,yor Steve Lancaster, Director D04 -256 11/30/2004 05/29/2005 Tenant: Name: KHAN RESIDENCE - LOT 2 Address: 13815 MACADAM RD S, TUKWILA WA Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: Contractor CLARK DARRELL D C/O JOAN BROWN, 1814 PORTER WAY SARA) KHAN 24719 43 AV S, KENT, WA AIA CONTRACTING INC P.O. BOX 3280, 306 N 1ST AV - License No: AIACOI *990KU Phone: Phone: 253 653 -6491 Phone: 253 854 -7005 Expiration Date: 10/18/2006 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2322 SF SINGLE FAMILY RESIDENCE WITH 660 SF ATTACHED GARAGE AND 32 SF COVERED DECK. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, UNDERGOUNDING OF POWER, AND DRIVEWAY. WATER DIST. 125 & VAL -VUE SEWER DIST. Value of Construction: $211,632.28 Fees Collected: $5,850.78 Type of Fire Protection: N/A International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 22 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Flood Control Zone: N Hauling: N Land Altering: Y Landscape Irrigation: N Moving Oversize Load: N Sanitary Side Sewer: N Sewer Main Extension: N Storm Drainage: Y Street Use: N Number: 0 Size (Inches): 0 Start Time: End Time: Volumes: Cut 700 c.y. Fill 125 c.y. Start Time: End Time: Private: Public: Profit: N Non - Profit: N doc: IBC-Permit D04 -256 Printed: 11 -30 -2004 Z '3: W Q g JU U0 w� Co LL w �a_ LL Q �D = w Z r_ O W ~ w U� OH W w. �O ..Z w U N O Z Water Main Extension: Water Meter: City a. Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: ci. tttlnvila. wa. its N Private: N * *continued on next page ** Public: Steve Lancaster, Director doc: IBC- Permit D04 -256 Printed: 11 -30 -2004 a� Z �W u� D ) L CO o. W N LL; W0 } LL Q N F=- W Z � Z O, 2 p` O CO; W W' H V u. 0 ui Z; U O ~` Z City ai* 'Tukwila O� \2 Department of Coma :ui:ity Development Q 1 0 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 Phone: 206-431-3670 1908 Fax: 206 - 431 -3665 Web site: ci.tulnvila.wa.us Permit Number: Issue Date: Permit Expires On: Steven M Mullet, Mayor Steve Lancaster, Director DO4 -256 11/30/2004 05/29/2005 Permit Center Authorized Signature: Date:_ - j,M I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit do not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or t performance of work. I am authorized to sign and obtain this development rmit. 1 Signature: Date: 1l �' 1 I C> I- N - Z 0 Print Nam yc)� This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. i doc: IBC-Permit D04 -256 Printed: 11 -30 -2004 Z Z W Q 2 JU cU 0 (n o U) J CO) LL W 0 J LL Q (0 =) = �w z t~ t~ O Z 11- W5 U� O N 43 F--. 3 : �O of Z. U= O Z i tiUI /' . City of Tul�wila rice Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Z � Parcel No.: 3229200005 Permit Number: D►04 -256 w Address: 13815 MACADAM RD S TUKW Status: ISSUED Suite No: Applied Date: 07/20/2004 v Tenant: KHAN RESIDENCE - LOT 2 Issue Date: 11/30/2004 v CO o C0 UJ J = 1: ** *BUILDING DEPARTMENT CONDITIONS * ** cn U. W O 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. LL a 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (a w (206/431- 3670). Z 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to w O start of any construction. These documents shall be maintained and made available until final inspection approval is 2 5 granted. v o ON 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site z v and available to the building inspector for inspection purposes. LL z 6: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread iii N index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed _ spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply Z to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 7: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: All wood to remain in placed concrete shall be treated wood. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE doc: Conditions D04 -256 Printed: 11 -30 -2004 City of Tukwila 1908 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. z i� 15: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall W be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Department of W = Public Health - Seattle and King County (206/296- 4932). �— CO U� w O 17: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248 - 6630). 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, LLQ N d any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits UJI presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila Z X shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the O Building Official from requiring the correction of errors in the construction documents and other data. w w 19: ** *FIRE DEPARTMENT CONDITIONS * ** v 20: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the O N w following concerns: v 21: The minimum fire flow and flow duration requirements for one- and two- family dwellings having a fire area which does LO Z not exceed 3,600 square feet (344.5 m2) shall be 1,000 gallons per minute (3785.4 L /min.). Fire flow and flow duration v co _ for dwellings having a fire area in excess of 3,600 square feet (344.5 m2) shall not be less than that specified in H ~ Table A- III -A -1. Exception: A reduction in required fire flow of 50 percent, as approved by the chief, is allowed when O Z the building is provided with an approved automatic sprinkler system. (IFC Appendix B105.1) 22: For short plat development (four single family homes or less), hydrants shall be placed so that a hydrant is within 250 feet of a building. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 23: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 24: Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width an approved turn - around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 25: Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (IFC 505.1) 26: In lieu of a fire hydrant, an approved residential fire sprinkler system may be installed when vehicular travel distance from the nearest hydrant exceeds 250 feet. 27: Acceptance of residential fire sprinkler systems shall include field verification of GPM and residual pressures meeting or exceeding the listing for the sprinkler type. 28: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. doc: Conditions D04 -256 Printed: 11 -30 -2004 p , " ' :�..,�,;:'.:,ri�'s,�,. i ;�swal•" . i` a: �: u.:.:. iau�: sT: �t. cti«.: a'�iu�::J;.�r++�1�.N;u..:FeraN' «.W h+M�*:lsz n «.c.w... ww,.w.ow ' .x.+l� wiitib iwiidd�i+la�rv.rxusvCi:'iy6:s- a City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 29: These plans were reviewed by Marshal 51. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. Z i 30: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** W fr � 31: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and _3 v completion of work at least 24 hours in advance. v 0 32: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be co W W underground. cn LL wO 33: Any material spilled onto any street shall be cleaned up immediately. U- 34: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation co off -site or into existing drainage facilities. w 35: The site shall have permanent erosion control measures in place as soon as possible after final grading has been z ~ O completed and prior to the Final Inspection. z W 36: The Land Altering Permit Fee is based upon an estimated 700 cubic yards of cut and 125 cubic yards of fill. If the v N final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the OD difference in permit fee prior to the Final Inspection. H _ iw = iw 37: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of P 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed z areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this iw co period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. O 38: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All Z disturbed areas of the site shall be permanently stabilized prior to final construction approval. 39: The Geotechnical Engineer shall provide certification on a lot by lot basis, that the work has been completed in accord with all geotechnical recommendations. 40: Driveway approach to garage shows a 20% grade. Slope driveway in the field so that vehicles will not bottom out. Coordinate with the City Public Works Utilities Inspector. 41: Storm drainage vault and retaining walls each require a separate permit from the Building Department, for Structural Design approval. 42: Owner shall enter into and record at King County, a Sensitive Area Covenant and Hold Harmless Agreement with the City of Tukwila, prior to final inspection of this Building permit by Public Works. * *continued on next page ** i doc: Conditions D04 -256 Printed: 11 -30 -2004 Ci tv of Tukwi i Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances i governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. A Signature: Date: � 1 11 3 4 6q Print Name: �� � z Q Z ' U O 0 W =• J co o ILL WO U- ¢. Nd =w E- 'z� 1--0 z r-- w Do .o w w' U_ LL 8q —O .. Z W U= O ~: z doc: Conditions D04 -256 Printed: 11 -30 -2004 I ILA. was s N CITY OF TUKWII Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Building Permit No. Mechanical Permit No. Public Works Permit No. Project No. �f or ojjice use Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** . LOCATION ,per King Co Assessor's Tax No.: Site Address: i /v�•�� �/� ��f� Suite Number: Floor: Tenant Name: New Tenant: ❑ .... Yes []..No Property Owners N Mailing Address: City State Zip CONTACT PERSON Name: S'Ak tiT 11 Day Telephone: 1- 5 - 3 Mailing Address: ;?-t-1 L-j `S i 11 - V.C— -S 1it/�1 q 2' 2, �- City State Zip E -Mail Address: M ��23 ��-/ /���/� /l- ' �-Lf Fax Number: ZS3 � k5 -70 Z GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) Company Name: ) V f) / '1`C Mailing Address: 3Q6 1 5f A j/� K �'1 t, A c ?"9 0 3 2— L City State Zip Contact Person: f�. �.fc� t !` � Day Telephone: ZS > �S3 sl Sv E -Mail Address: Fax Number: 5;-- -7c-') � Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Mailing evl r r� City /` State Zip Contact Person: �0� �/l��V Day Telephone: -V rG? , IS E -Mail Address: Fax Number: '5;"03 ��G InS©/ ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name:_ Mailing Address: Contact Person: E -Mai I Address: \permits plus \icc changes \permit application (7.2004) Page 1 City State / Zip =- Day Telephone: 41 0,5 - O Z ZZ-- Fax Number: L4 * 2,f ZS - 9 7 25'_ Z '~ w tY 2 JU UO U CO W J= H N LL WO }} �J LL Q U� = �W Z �o Z� W W U ON 0 F_ W H LL O .Z W CO) O Z `:BUILDING PERMIT INFORMATION - 206 - 431 -3670 ` IW0 1 Valuation of Project (contractor's bid price): $ j Scope of Work (please provide detailed information): 2; Existing Building Valuation: $ J •,a�� .- v All fl�_c <�: �rl�f..r f` �'dyfr��•!'c'1 =f�� Will there be new rack storage? ❑ .. Yes ❑ .. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below iN 1 CO Attached Carport Detached Carport . Covered Deck 2 Uncovered Deck PLANNING DIVISION: / Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): I Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard Compact: Handicap: Will there be a change in use? ❑ ....Yes X. No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: El.. Sprinklers ❑..Automatic Fire Alarm - ]..None . Other ..None (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑ .. No If "yes ", attach list of materials and storage locations on a separate 8 -I /2 x I I paper indicating quantities and Material Safety Data Sheets. f \permits plueVcc changeslpermit application (7.2004) Page 2 Z I� ~ W J 0 N C0 W J = H C0 LL WO J LL Q co = 0 �.. W Z I-- I— O Z f- �5 U� ON o�_ W LL O lil Z U= O Z Existing R Interior E Addition to T New p Type of T Type of I'" Floor V V %1v 1 12_r 2 2 nd Floor 0 02 V V + , _ _3 3` Floor Floors thru Basement Accessory Structure* Attached Garage r r /_� Detached Garage V PLANNING DIVISION: / Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): I Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard Compact: Handicap: Will there be a change in use? ❑ ....Yes X. No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: El.. Sprinklers ❑..Automatic Fire Alarm - ]..None . Other ..None (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑ .. No If "yes ", attach list of materials and storage locations on a separate 8 -I /2 x I I paper indicating quantities and Material Safety Data Sheets. f \permits plueVcc changeslpermit application (7.2004) Page 2 Z I� ~ W J 0 N C0 W J = H C0 LL WO J LL Q co = 0 �.. W Z I-- I— O Z f- �5 U� ON o�_ W LL O lil Z U= O Z i i �f ;a >i ,.l i . I .PUBLIC WORKS PERMIT INFORMATION - 206 - 433 -0179 Scope of Work (please provide detailed information Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin 41 for fees and estimate sheet. Water District ` � LLI ❑ ..Tukwila � . Water District # 125 ❑ .. Highline ❑ ...Renton J - Water Availability Provided U O Sewer District 0 Cl) W �/ ❑...Tukwila d• ValVue ❑ .. Renton ❑...Seattle J ❑ ... Sewer Use Certificate Sewer Availability Provided ❑ .. Approved Septic Plans Provided CO W ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. W O S miffed with Application mark boxes which apply): Civil Plans (Maximum Paper Size — 22" x 34 ") '.Technical �. ❑ Traffic Impact Analysis W Cl) Information Report (Storm Drains ) Geotechnical Report ... `Easement(s). Hold CY El ... Bond ❑ .. Insurance Maintenance Agreement(s) ... Harmless _ l ZF Pro po es d Activities bozls that apply): F— O ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than 72 hours fZ I— W ❑ ...Right -of -way Use - No Disturbance ❑ .. Right -of -way Use — Potential Disturbance �..Construction/Excavation/Fill - Right -of -way Non Right -of -way s / U 0 N O 0 I— `LJ ..Total Cut O D cubic yards ❑ . Work in Flood Zone = W .Total Fill cubic yards ` V. Storm Drainage 1— �- O ❑ ... Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor 111 Z ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization U N H ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ . Trench Excavation ~O ❑ ...Traffic Control ❑ .. Looped Fire Line ` Utility Undergrounding Z ❑...Backflow Prevention - Fire Protection " Irrigation " Domestic Water " ❑ ...Permanent Water Meter Size... WO# ❑ ...Temporary Water Meter Size.. WO# ... Water Only Meter Size............ WO# ❑...Deduct Water Meter Size........ ' ❑ ... Sewer Main Extension ............Public Private ❑ ... Water Main Extension .............Public Private FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ... Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: city state zip Water Meter Refund /Billinz Name: Day Telephone: Mailing Address: state Z ip p \pemtits plus \icc changes \permit application (7.20(13) Page 3 i MECHANICAL PERMIT INFOR v iATION — 206 - 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: Contact Person: City Day Telephone; E -Mail Address: Fax N Contractor Registration Number: Expi "An original or notarized copy of current Washington State Contractor License mu Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): State Zip i Date: presented at the time of permit issuance" Use: Residential: New .... ❑ Commercial: Ne ,..❑ Fuel Type Electric..:..❑ - Gas....❑ Indicate type of mechanical work being installed anfYthe quantity below: Unit Type: Qty Unit Type: Qty Unit Type: - v Qty Boiler/Compressor: Q Furnace <100K BTU Air Handling nit >10,000 Fire Damper 0 -3 HP /100,000 BTU CFM r3 n ``' Furnace>IOOK BTU Eva orato Cooler Diffiffser - 3 -15 HP /500,00 `.i:U Floor Furnace Ventilat' n Fan Connected Thermostat 15 -30 HP /1,000,00013TU to Singfe Duct Suspended/Wall/Floor Ven ' ation System Wood /Gas Stove 30 -50 HP /1,750,000 BTU Mounted Heater Appliance Vent ood and Duct ..P Water Heater 50+ HP /1,750,000 BTU Repair or Addition to /Incinerator - Domestic Emergency Heat/Refrig/Cooling Generator System Air Handling Unit Incinerator— Comm/Ind Other Mechanical <10,000 CFM Equipment PERMIT APPLICATION NOTES — Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUT ORIZED AGENT: r ' Signature Date: ;�' 7,e Print Name: Day Telephone: -5 ?--6Sz -- (— L'1 C Mailing Address: = 191 Ct `z R 1� ✓� -l�f� �"�' �� /u r V/)I' q 3 �"O32 cily State Zip Date Application Accepted: Date Application Expires: j Staff Initials: \permits plus\ice changes \permit application (7 -2004) Page 4 Replacement.... \ Replacemen .... ❑ ZZ W UO Co o CO W J = I- �LL WO tL Q W 2 l.-W Z F-- W W U� ON 0 H WW u. O Z W U= O Z .FROM rRonhovde Architects LLC FAX N0.,:4256560501 Jul. 15 2004 09:39RM P6 M '04 „ 09: OiAM TLI44IL . 1CD/PW P. 6/9 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL hEM DUE WITH APPLICATION PWmay stWW estimated fees PROJECT NAME Kha w 3-- L VQ r e) zo PERMIT # • z Z �w �U 000 Cr) �U- w 9 J LL N_ �W z� 0 I-- UJ W U 0 �- wW iL z U= 0 z If you do not provide contractor bide or on engineer's estimate with your permit a pplkalrtl on, Public Works will review the coat aatimmtes for reasonableness and may adjust estimates. 1. 2. 3. APPLICATION BASE FEE Enter total construction cost for each Improvement category: General Erosion prevention Water Sewer Storm water Road /Parking /Aoms A, Total ImpowTvim is . -,_�,� ate• w Calculate lmprovemant -based feea� , I S2 5 - 0 0) OF 7-U FD k WILA 4. B. 2.5% of first $100,000 of a _ 1. 050.50. , _ k 2 D 200 ' . C. 2.0% of amount over $100,000, but lose then $200,000 of a pFRM � T C EM'FR D. 1.5% of amount over $200,000 of A. ( n50. � �) TOTAL PLAN REVIEW FEE (B +C+D) � 5. GRADING Plan Review and Permit Fees s. 37.E (3) Enter total excavation volume 700 cubic yards Enter total 1111 volume 125 cubic yards Use the following table to eatimate the grading application fee. Use the greeter of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 -100 3.50 101 -1 000 $3 7.00 1.001 -10 , 000 $49.25 10,001 - 100,000 $49.25 for 1 10,000, PWS $24.60 for each additional 10,000 or fraction thereof. 100,001-200,000 $269.75 fbr 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402,25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ r 37.50 The Ilan Review and Approval fees cover TWO reviews: 1) the first review associated with the sutsrtlisslon of the applicadontplan and 2) a follow -up review associated with a correction letter. Each ildditional review, which is attributable to the Applicant's action or inaction shall bo charged 25% of the Total Plan Review Fee. Approved 00 -25.02 • Revised 03.18.03 Revised 05,13.09 ReviU d 00.07.04 w �l. .., w a o ®_ 1908 City of Tukwila Department of Communio Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206431 -3665 Web site: http: / /Www.ci.tukwila.wa.its RECEIPT Parcel No.: 3229200005 Address: 13815 MACADAM RD S TUKW Suite No: Applicant: KHAN RESIDENCE - LOT 2 Permit Number D04 -256 Status: ISSUED Applied Date: 07/20/2004 Issue Date: 11/30/2004 Receipt No.: R07 -00675 Payment Amount Initials: JEM Payment Date: User ID: 1165 Balance: Payee: AIA CONTRCTING INC. TRANSACTION LIST: Type Method Description Amount ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 4129 16.00 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- PHOTOCOPIES /DUP SERVICES 000/341.690 16.00 $16.00 04/25/2007 12:57 PM $0.00 Total: $16.00 7522 04/25 9716 TOTAL 16.00 doc: Receipt -06 Printed: 04 -25 -2007 z Q� w _v 0 Cl) 0 J � Co w F O. w? N =w z� F- O z E- w W U O co 0 F- w LL O llJ Z U =; O Z :. g �a City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 1 RECEIPT Parcel No.: 3229200005 Address: 13815 MACADAM RD S TUKW Suite No: Applicant: KHAN RESIDENCE - LOT 2 Permit Number D04 -256 Status: APPROVED Applied Date: 07/20/2004 Issue Date: Receipt No.: R04 -01601 Initials: BLH User ID: ADMIN Payment Amount: Payment Date: Balance: 3,206.76 11/30/2004 12:44 PM $0.00 Payee: AIA INTERNATIONAL VENTURES INC TRANSACTION LIST: Type Method Description Amount Payment Check 1142 3,206.76 ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES 000/322.100 2,009.26 PW LAND ALT PERMIT FEE 000/342.400 142.00 PW PERMIT /INSPECTION FEE 000/342.400 1,051.00 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 3,206.76 2 ,_ p 17716 cr,• 2. doc: Receipt Printed: 11 -30 -2004 Z �W. UO moo CO) LU J � cn LL- w O 9 -. LL a cf) = LIJ 1--0 Z 1— W UJ �C3 10 co). � I— W LL O. ill Z. U= O ~' Z AA �. Cit y of 'fukwila rsos 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT TRANSACTION LIST: Type Method Description - - - - -- Amount ---- - - - - -- -- - - - - -- --------------------------- Payment Check 1122 2,644.02 ACCOUNT ITEM LIST: i Description Account Code Current Pmts j ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- j PLAN CHECK - RES 000/345.830 1,306.02 i PW BASE APPLICATION FEE 000/322.100 250.00 PW LAND ALT PLAN REVIEW 000/345.830 37.00 PW PLAN REVIEW 000/345.830 1,051.00 Total: 2,644.02 i -2957 07/21 9716 TOTAL 7932-06 i doc: Receipt Printed: 07 -20 -2004 1' z z W U CO) 0 wi J (-- Ca LL' W } J LL j N = W z �. - O w ~ w U O N :0 f- WW Z V LL O: . z . W U Cl) O z Parcel No.: 3229200005 Permit Number D04-256 i Address: 13875 MACADAM RD S TUKW Status: PENDING Suite No: Applied Date: 07/20/2004 Applicant: KHAN RESIDENCE - LOT 2 Issue Date: 1 Receipt No.: R04 -00917 Payment Amount: 2 Initials: SKS Payment Date: 07/20/2004 03:35 PM User ID: 1165 Balance: $3,259.26 i Payee: AIA INTERNATIONAL VENTURES, INC. TRANSACTION LIST: Type Method Description - - - - -- Amount ---- - - - - -- -- - - - - -- --------------------------- Payment Check 1122 2,644.02 ACCOUNT ITEM LIST: i Description Account Code Current Pmts j ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- j PLAN CHECK - RES 000/345.830 1,306.02 i PW BASE APPLICATION FEE 000/322.100 250.00 PW LAND ALT PLAN REVIEW 000/345.830 37.00 PW PLAN REVIEW 000/345.830 1,051.00 Total: 2,644.02 i -2957 07/21 9716 TOTAL 7932-06 i doc: Receipt Printed: 07 -20 -2004 1' z z W U CO) 0 wi J (-- Ca LL' W } J LL j N = W z �. - O w ~ w U O N :0 f- WW Z V LL O: . z . W U Cl) O z INSP,EtTION RECORD Retain at copy with permit INSPECTION NO. jP T O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #106; Tukwila, WA 98188 (206)431 -46 0 Project: /a Type of In r Addres : / Date Called: Special Instructions: Date Wanted: a, Requester: Phone No: 3 OF Approved per applicable codes. Corrections required prior to approval. C MOZZWK .. I►r� �• $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. D... I —# Ali, • Ilnfe• Z H. �QQ W JU UO U) S2 U. WO �Q U) a = W Z f.. H O W ~ W U� ON WW HU U- O W Z U= O z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila, WA 98188 (206)431-3670 Project: Type of Inspection: vu Address! Date Called: LL-11 Special Instruct Date Wanted: a.m. p.m. Requester: Phone No: n Approved per applicable codes. Corrections required prior to approval. r COMMENTS: (JY) vt.e s1 Lnew &&&U LAJO iector: e5� Date: 6;58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be )aid at 6300 Southcenter Blvd.. Suite 100. Cali the schedule reinspection. I Receipt No.: I Date: I Z WU 0 0 CO 13 co W W J D LL WO LL N f d LLJ 0 z �- uj� 5 CO 0— UJ H L) U- W z U co x OH Z I INSPECTION RECORD y �5 Retain a copy with permit INSPECT I NO. PE TN j CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Type of—Inspection, Address.; �• � Date Called: Special Instructions: Date Wanted: —7 a.m. / (p .in. Requester: Phpna No: R A per applicable codes. � Corrections required prior to approval. V I�Agl xg COMMENTS: " paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: Z co UJI IZ ' Z � J U. UO N 0 J = H Co U. WO LLQ U� �W Z I- o W ~ W U� O� Q H W H LLO , W Z U= O z INSPECTION RECORD Retain a copy with permit i Phone No: pproved per applicable codes. Corrections required prior to approval. INSPECTION NO. PERM N . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 Project::: Inection: Type o sa Address: /^/ ' f ( //l. Date Called: Special Instructions: Date Wanted: a. m.. Requester: s I a j i i; Inspecto . Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be 5C , paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: 'J`r ._._. may,; 'V+' !' 7 1 i`r' ✓, `k +f Y' "+ ? ,+t ... ,, .;.� rr - , i � .,,� 'S ... 1 . ., M S Z i ' dSL' �Ql ISF��� "`1 • S R i" 2' 0 MI1Mn'w w r.. =*4•^ :t 'a ��i''�(.,'t n Z H `~ W .J U UO N C0 W J x u_ WO J LLQ N� �W ' Z H O W ~ W U� O N OH W W Z 111 Z I 0 AI�. - d i s F0 AN a- PA > r ,• I a j i i; Inspecto . Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be 5C , paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: 'J`r ._._. may,; 'V+' !' 7 1 i`r' ✓, `k +f Y' "+ ? ,+t ... ,, .;.� rr - , i � .,,� 'S ... 1 . ., M S Z i ' dSL' �Ql ISF��� "`1 • S R i" 2' 0 MI1Mn'w w r.. =*4•^ :t 'a ��i''�(.,'t n Z H `~ W .J U UO N C0 W J x u_ WO J LLQ N� �W ' Z H O W ~ W U� O N OH W W Z 111 Z INSPECTION RECORD Retain a copy, with permit 5 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 H U [5� I R Project: Type of Inspection: Addr , Date Called: Special Instru tions: I-"L- Date Wanted: a.m: P.M. Requester: Phone o: F] Approved per applicable codes. n Corrections required prior to approval. 1 ' .f COMMENTS: J 6 G�-A w ; Inspector: C � / Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspectioi Receipt No.: Date: i i i r, Z � W UO (1) C3 CO) UJI LLJ_ U. WO 2� 9a U) d = W H s ? F- H O W H- W �p U 0— 0H =V LL Z 111 U =. O Z m.__...._ ._..__ i, INSPECTION RECORD Retain a copy with permit 6 q 2-5 INSPECTION NO. PER I N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 Project: Type of I /-- 11VA) Address: / — Date Called: Special Instructions: Date Wanted: �, -J 7 p.m. Requester: Phone No: / 5 - Approved per applicable codes. Corrections required prior to approval. 4;00'r: Date -L� Wlis' 6 - L2 00 REINSPECTION F& REQUIRE. Prior to inspection, fee must be Id at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. pt No.: I Date: .Y Z F-- �W fY � W� UQ CO) LU J F_ N W W O LLQ to = F . W W ~ W U� ON � H W �O LLi Z co): b H Z } INSPECTION RECORD�l -Z Retain a copy with perm t INSPECTION NO. PER I CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 7 Project: Type o Ins pection: A16 - dress - 1 3 9 2 7 Ae- e (Irrl del Date Called: Special Instruc ' s: Date Wanted: a,m. 5 - -,' -5 - - U — 7 Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 1 2 ti Inspect Date_: E� .00 REINSPECTION F4- . Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.; Date: ^ t •.:.�,C'F ". a�'t(t4 SwN+ :`�'1�iry,'0': Z Z � W QQ� JU UO N J � N LL WO LL _ W Zo W U� O - � H W W U. O tit Z. U= O 1- Z K INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: T e of Inspection: Approved per applicable codes. Corrections required prior to approval. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Z �Z OC Lli .J U UO CO W U.I. J CO lL. W O W? c o Cy = W Z� �O W F— W 5' U U � O N oF- W H~ LL O Z U= O Z A ddress: Date Called: Special Instr ons: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Z �Z OC Lli .J U UO CO W U.I. J CO lL. W O W? c o Cy = W Z� �O W F— W 5' U U � O N oF- W H~ LL O Z U= O Z tft INSPECTION RECORD Z Retain a copy with permit INSPECTION NO. PERM I 0. ' CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3617 Project: K f 4 q Type of Inspe F Address: I -; ) S Vl't t Ac7A r" Date Called: Special Instructions: Date Wanted: a.m. 5- Lf -07 Requester: Ph ne No: 7 ---fir '�Z� -!o - 6P a Approved per applicable codes. Corrections required prior to approval. COMMENTS: -- Inspecto S� .00 REINSP �i id at 6300 So I QUIRED. Prior to inspection, fee must be Suite 100. Call to sechedule reinspection. Z � c W QQ i WV UO 0 w= �LL W O U. a �W Z S F— F- O ZH W LLj �p 0 f- W W �O LL) Z co O ~. z INSPECTION RECORD Retain a copy with permit INSPEalON NO. PERMIT NO. .CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-36 0 D—i. Fl Approved per applicable codes. ElCorrections required prior, to approval. I c Type of nspect on: Address: l ihst - ructions: Date Called: SpeciU Date Wa . -,7-tl a m. 7 P. - Requester: Phone No: Z7z :5 COMMENTS: X -&S ev Ir let- L iL) ;V r. 'r4 Paw CIL 0jUV;)VUL11LC11LC1 U►VU., JUILU IVU. kCItt LU bULIMULitt! WinbPeLL10n. R eceipt No.: I Date: I z 11-� �- Z Ix W _3 C.) L) 0 V) 0 W= U.) W'x -J J.— CO LL W 0 2 � 9-1 LL C O a LU Z I-- Z W LU 2 C0 0— a �- WW L ) LLi Z U) z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-,8q70 --moproved per applicable codes FEW �111! Project: Type of Irlspection: - 1 4 / A/ � Address: &I 831S Date Called: 1 Special Instructions: Date Wanted: /a.m. 4/- 2 �P-M' Requester: Phone No: F1 Corrections required prior to approval. Z Z tu J L) L) 0 ca a co LU LIJ J S2 U. W co F- UJ Z �- 0 Z F-, WW 5 ON a � W W. 5 0 tii Z U N b F- Z INSPECTION RECORD Retain a copy with permi INSPECTION NO. PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 r67 0 Project: Type of Inspection: Add ss: 12, Date Called: Special Instructions: Date Wanted m Requester: Phone No: b?[Approved per applicable codes. Corrections required prior to approval. Receipt No. Date: 7 z Z �U 00 V) a to W W J CO LL' WO LL X LLI Z 1-0 z I-- W W Q CO 0—. ,C) I.— W W L 1-- 0: Z� C0 0 Z IJa1U aL UJVU JVUU1'-C;"11L�1 WkVU., JUILU IVW. %.CM LV ZU%.11VUUtW I .. '�t�'3i:�t §" r .f. r a.';� [ i � C• rN i . ' � � , h ; �+ T . . INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 4� ' �; ` Project: ! Z6 � � Type of Inspection:� V� Addr ss: � � ' Date Called: 1 7 L ��i�/Grr� o a� Special Instructions: Date Wanted: m. 43 s'o o p.m. Requester: Phone No: � 76 � f.6 -7 Approved per applicable codes. Corrections required prior to approval. t� COMMENTS: :f f: r 1 - 73 �/ I ;? Inspector: Date: 12A2 1 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be ` paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspectton, Receipt No.: Date: Z C �U U 0 , to D J� N LL W 9� LL CO' a W Z z� W LU �p U a F- W LLJ. XU �O ti,l Z Cl) z ��+" ."� -.: _,.,,r.�.' -. 7 INSPECTION RECORD -� Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro' t: Type of Inspection: c J Address: Date Called: 1 CJ Special Instructions: Date Wanted: a.m. p.m. Request / Phone No: Approved per applicable codes. FI Corrections required prior to approval. Is i f I i P+ i I r Inspector: Date: ;47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must,k )aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectio Receipt No.: Date: Z N W . JU 00 CO J CO LL W O Q N� = W ? 1 H O W F_ W U O CO) 0 _H =W �U IL O Z U CO) P . z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Project . I �r"— Type of Inspection: Address: , � Date Called: S , eeial Instructions: Date Wanted: a.m. p.m. Re 9pes ter: I Phone No: 2oc - 769 , 2-3 1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: D.1 rIcAtZ, I& e: - linspector: FJ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: e: z *- Z 00 (00 CO) W W CO) u- U , 0 2 � 9-1 LL < Lo :3 0 LU Z 1- 0 W �- LU W 5 U J LL z CLi CO), 0 Z INSPECTION RECORD Retain a copy with permit IN ION NO. PER I NO. CITY OF TUK% IVLA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-367r f Prolpict: R HRAJ • Type of Inspection: 1 Address -t2 � A5' Ad. Date Called: s Special Instructions: Date Wanted: a.m. -2- ? Requester: Phone No: Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: 7, 2 /o/Af In F Rec 1pt No.: it to inspection. fee must be Date: Z 3: Z W JU 00 NO C0 UJI Lu X -J �- CO) W 0 �a� LL CY W 0 Z I-- LLJ U1 cf) 0— 0 F- LLI LL I X () F- 0 Z CO) 0 Z .. ... ^in r,n .v.r... ._ .» .. .. ^' .. ._, »_. . �. .. »»..�.v... +....wnu' �.a..�Y^� rt. r .... .. . .. � ✓r INSPECTION RECORD d Retain a copy with permit INSPECTION NO. i': PER NO. CITY OF TUKWILA�BUILDING DIVISION . 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36�f Project: Type of Inspection: Address:. Date Called: Special Instructions: Date Wanted- _ U .m, p.m. Requester: Phone No: ' Approved per applicable codes. ri Corrections required prior to approval 7 Y N t. tJ paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. aceipt No.: Date: Z J.- W JU VO N 0 J = (0 L wO 95 L � cf) Cf =w I- _ Z 1.... f- O Z f- U� O N 0 F- WW LL H U1 Z U= O Z J v :r INSPECTION RECORD Retain a copy with permi t INSP TIO NO. PER IT N0. CIT OF TUKWILA BUILDING DIVISION 6300 outhcenter Blvd., #100, Tukwila, WA 98188 06)431 -36 Project:. 1AA Type of Inspection: Al a I 6 m A Date Called: a - ►,-) -- o L Special Instructions: 4 Date Wanted: G a r �— ) M. Requester: - Phone No: a r t; Approved per applicable codes. Corrections required prior to approval. C Co NI . s r: 4r- i fnsp ct E 58.00 R INSPECTION FEE REQUIRED. Prior to inspection, fee must be E 5 at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: !fa *tsy�! r ,y .. �Y•�J'.vf :4W: +. ..A .. (• : otY •UF: ^:J^ /. � }.,:.+... ..'Y!•. _.i:: ,," _ •� Z ;Z Z �W QQ � JU 00 wx S2 U. w � a. Cl) = ?� Z0 W U� O N � F- WW 2 I— C.). LL Z lli N U O Z INSPECTION RECORD Retain a copy with permit I INSPECTION NO. 7 I No' CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila WA 98188 1 2#0 6 i4 3 1 3 6 Phone No: Approved per applicable 'Codes. Corrections required prior to approval rt Project* Type of Inspection: Date Call d: Special Instrut n tWhs. . Date Wanted: a.m. C�!M Requester:�' Lam pop 7, �AVAW f InspectorAr') Date: / llz -- I $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. I Receipt No.: — TNi — e: �7613Z -9,q lk z W 0 00 Cl) 0 (0) W W:c J �- CQ LL W LL < (1) ::) Cy W z x 1 0 W � W W 0 OS2 W W L) z tll CO) 3: 0 z Project: Z.42L Type of Inspection: Addre s: Date Called: ' Special Instructions: ate Wanted a.m. Requester: Phone No: Z � W JU UO U W= CO) LL WO 2 QQ U. N � = W Z� H O W ~ W U� O - O t- WW LL Z Cd CO Z MOMPA- i MAE � f f INSPECTION RECORD - 7 Retain a copy with permit INSPECTION NO. P T 0. CITY OF TUKWILA BUILDING DIVISIO.N,` . 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Type of Inspection: A JQ I E S ' R 6 At Ill Address: Date Called: Spe is nstructions: Date Wanted: a.m. I " 1 C —C) p.m Requester: Phone No: y25 - 7 &1 -5 2 &7 Approved per applicable codes. TA orrections required prior to approval. COMMENTS: ,4.A/ ry Receipt No.: Date: In ecto : k,-,/ Date: 5 .00 REINSPECTION E REQUIRED. Prior t inspection, fee must be p d at 6300 Southcenter Blvd., Suite 100. Cat[ to sechedule reinspection. z Z d W W� UO NO co W J = CO U . wo LL ?. N d = W Zo W �O O N o F- WW "-- O W z CO) O ~. z ; 7 INSPECTION RECORD 67 Retain a copy with permit INSPECTION NO. PE ill CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila, WA 98188 06) - 67� El Type of Inspection: P e t: l�lt. Approved per applicable codes. Corrections required prior to approval. i paid at 6300 Southcenter Blvd., Suite 100. Cat( to secheclute reinspection. Receipt No.: Date: Z LLJ' 00 CO co Uj CO LL W 0 L to CY W x 0 z I-- LLJ LLj co 0 a 1-- LLI LLJ HP 0 z co 0 Z Add e Da I A X I //( 5 . Specla instructions: Date Wanted: f 11 aLrn. an : CA A( '/* / Requester: L) /Vt t Phon NO: Z LLJ' 00 CO co Uj CO LL W 0 L to CY W x 0 z I-- LLJ LLj co 0 a 1-- LLI LLJ HP 0 z co 0 Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PE CITY OF TUKWILA BUILDING DIVISION-199 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 P Typ"f lnspectpn: Address: "a daim Date Called: In 4 �" S p Tuctiobs: 0' Y 14, • ate/Wanted: a.m. it WID< Requester• 1Phone No: Approved per applicable codes. Corrections required prior to approval. I Receipt No.: Dat e: MORMPWW"� Z Z JU U 0 (no U) W LU :r J I.— CO) u- U J 0 L N :3 CY LU Z iH WO LJJ L) C0 0 0 H W W C. ) 0 z L) CO) P 1: 0 Z $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. r + y ! I r r . u r:. .. yq .�..�.D"+'IhR;T�+4- r�r- �*n'.r'- INSPECTION RECORD - Y Retain a copy with permit INSPECTIOhl NO. PE ' 0. CITY dTUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro t: Typ f Ins pe -tion: D to C ed: Special Instructions: ( Date Wanted: M. Requester: Ph ne�No: S 1 I'm s a� f k�. Receipt No.: Date: Z �Z W � �U 00 CO 0 W= to LL W LL j N Cy = W H Z 4- 1— 0 W ~ W U o� WW U 0 W Z. co OH Z IJ paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. '4Approved per applicable codes INSPECTION RECORD DU t� Retain a copy with permit INSP N NO. PE t, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 T f ection: r Project. Ty o I Phon o: / `-� Corrections required prior to approval. 9 Z Z �W QQ JU UO in J = F— cf) L WO i V �W Z I— I— O W ~ W U� O N .0 H W �O .. Z w CO) O Z p Address: Date Called: .x V16- rte- — e S pecial Instructions Date Wanted: — a.m. � Requester: , I Phon o: / `-� Corrections required prior to approval. 9 Z Z �W QQ JU UO in J = F— cf) L WO i V �W Z I— I— O W ~ W U� O N .0 H W �O .. Z w CO) O Z 4� I INSPECTION RECORD Retain a co py w ith permit a J INSPECTION NO. PERM O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 9(0643 o P 'e t: ~� a ` .. �D - y .0 Ty f Inspectio : �i� -�1i � C� �' tk. t f Afl T Dal Called: Special Instructions: 1 -'2� p ^ V Date Wanted: D � a . n p.Fn. Requester: P o e o 1 Approved per applicable codes. Corrections required prior to approval. tL J •'� /I WA C �� .r ✓ s M OW" - s Mir Z '~ w �U UO W= J � u- WO LQ =d W Z 3: Z� Mp O - 01--, = W l,— 0 WI-- -O Z U CO) O Z / INSPECTION RECORD n ,.,, � ��.� Retain a copy with permi 1 �'�`t INSPECTION NO. P IT 0. CITY OF TUKWILA BUILDING DIVISIO A. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 06)431 -3670 0 Tp e_of In pection: yk C4 ress: A 7_jAAJ2j Date Calle r► ecial nstruction C�us� C G Date a ed� a.m. - 7 7-� /12 m Requt er: Phone No: --7 Approved per applicable codes. Corrections required prior to approval. Inspector: Z D $58.00 REINSPECTION IF REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter ivd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z �~ W JU UO N �_ ;.- CO) LL WO �a x d l,_ W Z H ZO �5 U� o �. W U O z U� O Z r r , L INSPECTION RECORD Retain a copy with permit INSPECTION NO. PE CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P. oje t: Type of Inspection: Address: S Date Called: L2j, •g. Special Instructions: Date Wanted: �� a.m. f Requester*�� .•�t -- 2N(1 7 a Approved per applicable codes. Corrections required prior to approval. co Receipt No.: Date: Z �Z � W Q � JU UO D WW �LL WO LL � = W H ? I— F- O Z I-- WW U� �H WW H LL 0 U= O Z paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. INSPECTION RECORD r Retain a copy with permit � INSPECTION NO. PERMI CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Fl Approved per applicable.codes. Corrections required prior to approval. COMMENTS. f l f t Inspector: Date: / $47.00 REINSPECTION F�E REQUIRED. Prior to inspection, fee must be j paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: Ilk i 7 IP Project: Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: �g � a.m. Requester: Phone No: Z J-Z '~ W JU UO CO) LU NW W J U. CO) = W Z� ZO 25 U� U o�- W W �O W Z U= O Z I INSPECTION RECORD Eby- 2 ,52,r Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East_ Tukwila_ Wa_ 9R1 RR )ni;- S7S - 44n7 Project: Type of Inspection.: Address: 1 �� s- rr�c��.��, Contact Person: Suite #: Pre -Fire: Special Instructions: Phone No.: L 01 [3 per applicable codes. FICorrections required prior to approval. Needs Shift Inspection: S rinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy T e: Inspector: �5 Date: 0� Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 z ~ W JU U0 CO J = H W w LL co =) = �w z HO z�- w �5 U° O� o E- w 2 H� u. O W z UN O z INSPECTION RECORD - Retain a copy with permit Do , -1 -- Z SG GG 5- x'6 INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park Fast_ Tukwila_ Wa_ 9R1 RR )n A- r.7[; Project: ,�,_,,-� ,� Type of Inspection: Address: A14 61 1 p fi r rI R r> S, Contact Person: Suite #: JZYr - ] W Special Instructions: Phone No.: 2.S gog - ills Approved per applicable codes. -- fCarrections required prior to approval. COMMENTS: Cad vW -- L/ &� Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occup Type: Inspector: 5 -� Date: 115�'U Hrs.: F $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 I z �w a � JU U0 to co W J = H co U. w U— � =w �_ �- O w �5 U� ON 0 F- W H F- u. O ui z U= O F- z UPSTREAM /DOWNSTREAM DRAINAGE REPORT FUR CMV P Khan Property Project RECEIVED r. 1-Ty or- TIIKWII A Macadam Road South OCT 2 6 2004 Tukwila, WA 98168 PERMIT CENTER UN f bed r '-s-s ct `e , i. - - -1 m REVIEWED FO CODE COMPLIANCE AM NOV - 3 2004 1 _ City Of la BUILDING DIVISION � � S ' >•i % m` 2 'N C ENG Prepared for: rican Canadian Real Estate, Inc. P.O. Box 3280 Kent, WA 98032 November 12, 2003 October 26, 2004 Our Job No. 11217 EXPIRES: 6 /10 / 62 1 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 18215 72ND AVENUE SOUTH KENT WA 98032 (425) 251 -6222 (425) 251 -8782 FAX BRANCH OFFICES ♦ OLYMPIA, WA + WALNUT CREEK, CA www.barghausen.com boy -asp z � JU UO CO co UJI J = I-' LL W LL N d = W z� �o z H- W 5 U� O N WW U w z U= z il�*') B. Response to Core and Special Requirements Core Requirement No. 1- Drainage at Natural Location: Z z The drainage produced from the proposed development will be collected and discharged .< W at its natural location to the roadside ditch along Macadam Road South. The proposed v development will not alter the existing drainage course nor divert stormwater onto or away from the adjacent downstream properties. � p Core Requirement No. 2 - Off -Site Analysis: q O W This report contains an Upstream Area Analysis and a Level 1 Downstream Drainage Analysis for the project site. The final site development plans will demonstrate that the development will have no adverse effects on the downstream drainage system. U. N d Core Requirement No. 3 - Runoff Control: _ Z This project is located within the Green River Basin. Storm drainage detention will be Z O designed in accordance with the requirements of the 1998 King County, Washington UJ U J Surface Water Design Manual and City of Tukwila standards. The preliminary design v p concept utilizes a detention vault to provide storage and controlled release. p co o � Core Requirement No. 4 - Conveyance System: = U All storm drainage runoff produced from the proposed project will be collected by catch LL Z basins and underground pipes and conveyed to an underground vault for detention prior W co to discharging from the site. The proposed storm drainage conveyance system capacity � will exceed the 25- year /24 -hour design storm in accordance with the 1998 King County, Z Z Washington Surface Water Design Manual and City of Tukwila standards, when designed to City of Tukwila minimum standards. Core Requirement No. 5 - Temporary Erosion and Sedimentation Control: A temporary erosion and sedimentation control plan is proposed for the project site in order to prevent, to the maximum extent possible, the transport of sediment from the project site to the downstream drainage facilities, water resources, and adjacent properties. Core Requirement No. 6 - Maintenance and Operations: A Maintenance and Operations Manual will be prepared as part of the final Technical Information Report and will provide instructions on how to maintain the vault, along with the schedule for maintenance of the storm drainage conveyance system and catch basins. Core Requirement No. 6. Financial Guarantees and Liability: Financial guarantees and liability insurance requirements will be addressed at the time of plan review and construction. Core Requirement No. 8 - Water Quality: Core Requirement No. 8 has been reviewed, and it has been determined that no water quality is required for this site because it meets the criteria for the Surface Area Exemption. Special Requirement No. 1- Other Adopted Area Specific Requirements: The proposed project site is located within the Green River Basin. The site does not lie within a critical drainage area, a Master Drainage Plan area, a Basin Plan, a Lake Management Plan, or a Shared Facility Drainage Plan area. Therefore, this requirement does not apply to this project. Special Requirement No. 2 - Floodplain/Floodway Delineation: No portion of the site lies within the 100 -year floodplain as depicted on the FEMA floodplain map (Exhibit E). Special Requirement No. 3 - Flood Protection Facility: l This site is not protected by a levee, a revetment, or berm. Therefore, it does not require proper analysis, design, and construction methods to prevent potentially catastrophic consequences should such facilities fail. Special Requirement No. 4 - Source Controls: There are no source controls needed in addition to the water quality vault proposed for this development. Special Requirement No. 5 - Oil Control: ;1 This proposed project does not meet the threshold of a high use site as delineated in the King County, Washington Surface Water Design Manual. Therefore, Special Requirement No. 5 does not apply to this project. 11217.003.doc [KIB /dm] z �z �W D UO CJ) co w W = E- U) W W O LL Q N � = �W z F- O z F- 5 U� O - C) f- W W u. O W z U= O z , • n Goo vtc os) UPSTREAM /DOWNSTREAM DRAINAGE REPORT FILE COPY P F\1s� Khan Property Project RECEIVE D riTV 0$: T . WIWI A Macadam Road South OCT 2 6 2004 Tukwila, WA 98168 PERMIT CENTER REVISIUJI"'N N0. i Cyr' ^V Ilk <r �NC QNG% Prepared for: American Canadian Real Estate, Inc. P.O. Box 3280 Kent, WA 98032 EXPIRES: 6 / 10 / jfj CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 18215 72ND AVENUE SOUTH KENT WA 98032 (425) 251 -6222 (425) 251 -8782 FAX BRANCH OFFICES ♦ OLYMPIA, WA • WALNUT CREEK, CA www.barghausen.com J7oy_ ,2 s G z 3:Z �W �U UO J � CO) LL WO �QQ LLQ = p �.. W z 1-- z I~ UJI W U 0 WW LL Z W U= O~ z November 12, 2003 October 26, 2004 Our Job No. 11217 n B. Response to Core and Special Requirements Core Requirement No. 1- Drainage at Natural Location: Z H The drainage produced from the proposed development will be collected and discharged w at its natural location to the roadside ditch along Macadam Road South. The proposed development will not alter the existing drainage course nor divert stormwater onto or 0 away from the adjacent downstream properties. N p Core Requirement No. 2 - Off -Site Analysis: H N U. UJ O This report contains an Upstream Area Analysis and a Level 1 Downstream Drainage Analysis for the project site. The final site development plans will demonstrate that the development will have no adverse effects on the downstream drainage system. U- N Core Requirement No. 3 - Runoff Control: H = Z �. This project is located within the Green River Basin. Storm drainage detention will be z 0 designed in accordance with the requirements of the 1998 King County, Washington w w Surface Water Design Manual and City of Tukwila standards. The preliminary design � p concept utilizes a detention vault to provide storage and controlled release. p N co Core Requirement No. 4 - Conveyance System: = w All storm drainage runoff produced from the proposed project will be collected by catch U- Z basins and underground pipes and conveyed to an underground vault for detention prior w co to discharging from the site. The proposed storm drainage conveyance system capacity _ ~ will exceed the 25- year /24 -hour design storm in accordance with the 1998 King County, O Z Washington Surface Water Design Manual and City of Tukwila standards, when designed to City of Tukwila minimum standards. Core Requirement No. 5 - Temporary Erosion and Sedimentation Control: A temporary erosion and sedimentation control plan is proposed for the project site in order to prevent, to the maximum extent possible, the transport of sediment from the project site to the downstream drainage facilities, water resources, and adjacent properties. Core Requirement No. 6 - Maintenance and Operations: A Maintenance and Operations Manual will be prepared as part of the final Technical Information Report and will provide instructions on how to maintain the vault, along with the schedule for maintenance of the storm drainage conveyance system and catch basins. 11217.003.doe [KIB /dm] �. : � , .. � .. , �.:: o�,t : { .. J, �,¢brmaJ. �, y( Lu?5,. z,:,,; �x+. id»•.` u., .1:v_u•.w�w�..�..i:.::�.'us.,i - «.trx..�i:..id:':.. -�' n'£.r }.w�i'i.+ Core Requirement No. 6 - Financial Guarantees and Liability: Financial guarantees and liability insurance requirements will be addressed at the time of plan review and construction. Core Requirement No. 8 - Water Quality: z z �W Core Requirement No. 8 has been reviewed, and it has been determined that no water 2 quality is required for this site because it meets the criteria for the Surface Area 10 O Exemption. C O ❑ CO LU w =. Special Requirement No. 1- Other Adopted Area Specific Requirements: N � O The proposed project site is located within the Green River Basin. The site does not lie within a critical drainage area, a Master Drainage Plan area, a Basin Plan, a Lake —J Management Plan, or a Shared Facility Drainage Plan area. Therefore, this requirement u_ does not apply to this project. = 0 �W = z �" Special Requirement No. 2 - Floodplain/Floodway Delineation: F— O No portion of the site lies within the 100 -year floodplain as depicted on the FEMA z F-- W W floodplain map (Exhibit E). v o ON Special Requirement No. 3 - Flood Protection Facility: W W This site is not protected by a levee, a revetment, or berm. Therefore, it does not require 3: L ) — proper analysis, design, and construction methods to prevent potentially catastrophic z consequences should such facilities fail. V co Special Requirement No. 4 - Source Controls: z ~ There are no source controls needed in addition to the water quality vault proposed for this development. Special Requirement No. 5 - Oil Control: This proposed project does not meet the threshold of a high use site as delineated in the King County, Washington Surface Water Design Manual. Therefore, Special Requirement No. 5 does not apply to this project. 1 11217.003.doc [KIB /dm] ADaPT nun Mirmit No. Plan mview approx/,7 subject to errors and omissions-, Aomval nf GEOTECHNICAL ENGINEERING REPORT HELLWIG'S ADDITION LOTS NO. 1 2 & 149 13821 Macadam Road Tukwila,. Washington REVIEWED FOR CODE COMPLIANCE Are , h NOV - 3 2004 City .(.)f 1"Ok"wila Submitted To.- AIA International Development 306 North 1 Avenue Kent, Washington 9803 WAOI-6267-0 AECENM May 2001 CITY OF TUKWILA J U L 2 0 2004 PERMIT CENTER � 0J - Ay(o z w QQ 2 D U 0 (/)a CO) w W:r LL w 2 � I _J U. a W x 0 .w LLJ 2 5 D (3 U CO) 0- 0 � w w x 0 -z - w C0 U 8 H �z AD aP T M ay WA01- 6267 -0 t ! ALA International Development F 306 North 1" Avenue '° • _ n -�^^.�'°�, »� ;j 1 Kent, Washington 98032 i Attention: Mr. Saraj Khan I Subject: Geotechnical Engineering Report Hellwig's Addition Lots No. 1, 2 & 149 13821 Macadam Road Tukwila, Washington Dear Mr. Khan: LSI ADAPT (ADAPT) is pleased to submit this report summarizing our geotechnical engineering evaluation for the above - referenced project. The purpose of our evaluation was to derive design conclusions and recommendations concerning site preparation, excavations, foundations, floors, drainage, retaining walls, and structural fill. As outlined in our proposal letter dated July 27, 2000, our scope of work comprised a field exploration, geotechnical research, geotechnical analyses, and report preparation. We received your written authorization for our evaluation on April 18, 2001. This report has been prepared for the exclusive use of AIA International Development, and their agents, in accordance with generally accepted geotechnical engineering practice and for the specific application to this project. Use or reliance upon this report b g g P P PP P j P P Y a j third party is at their own risk. ADAPT does not make any representation or warranty, express or implied, to such other parties as to the accuracy or completeness of this report or the suitability of its use by such other parties for any purpose, whether known or unknown to ADAPT. i We appreciate the opportunity to be of service on this project. Should you have any questions concerning this report or need further assistance, please contact us at (206) 654 -7045. Respectfully Submitted, LSI ADAPT Rolf B. Hyllseth, P!E. Senior Geotechnical Engineer Distribution: AIA International Development (2) Attn: Mr. Saraj Khan Mohammad Saleem (2) y/l�rcl enuna r LSI ADAPT 0 t N.J. Seattle, Washington 98134 Tel (206) -654 -7045 Fax (206) 654 -7048 www.adaptengr.com ..�.. ,,. .a,. .�:�:. fir,. _ : ��s •�,� ; _ +� '� +r u�.•Sr %. ^•tin:.- ..._s�iG,t+.., <u1 �� h«!:Lk,>x' y '.:/ hy.y;6dv;w P�Y�a�",•.,:s,:_"r.,.J�.aJ;t,s Z �z �W �U UO Cr) C3 CO LU J = CO) U. wO u- ¢ CJ) a = w z f- 1= 0 z �_ W w U� O N 0 t_ w W F- U- 0 lil Z CO Z .i :s i LSI ADAPT TABLE OF CONTENTS WAOI- 6267 -0 1.0 SUMMARY ..................................................................................................... ............................... 1 2.0 SITE AND PROJECT DESCRIPTION ........................................................... ............................... 2 3.0 EXPLORATORY METHODS ..... ............................................................... ............................... 3 3.1 Auger Boring Procedures .................................................................... ............................... 4 4.0 SITE CONDITIONS ................................................................................. ............................... 4 4.1 Surface Conditions .............................................................................. ............................... 5 4.2 Soil Conditions ..................................................................................... ............................... 5 4.3 Groundwater Conditions ....................................................:................ ............................... 5 4.4 Seismic Conditions .............................................................................. ............................... 5 4.5 Environmentally Critical Area Conditions .......................................... ............................... 6 5.0 CONCLUSIONS AND RECOMMENDATIONS ........................................... ..................... ........... 6 5.1 Site Preparation ................................................................................... ............................... 6 5.2 Spread Footings ................................................................................... ..........:.................... 8 5.3 Slab -on -Grade Floors ........................................................................ ............................... 10 5.4 Backfilled Walls ................................................................................ ............................... 10 5.5 Drainage Systems .............................................................................. ........................... ..... 13 5.6 Structural Fill ..................................................................................... ............................... 14 6.0 RECOMMENDED ADDITIONAL SERVICES ........................................... ............................... 16 7.0 CLOSURE ........................................................................................................ .............................17 Figure 1 Location/Topographic Map Figure 2 Site & Exploration Plan Boring Logs B -1 through B -3. I z H w 00 C O 93 w= J H N LL w U - CO a = �w z 1- 1- O z 1— w UJ �p U O N D I— w U- O .. z w co O� z AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Table of Contents J f t LSI ADAPT' 1.0 SUMMARY Based on our field explorations, research and analyses, the proposed construction appears feasible from a geotechnical standpoint, contingent on the implementation of the recommendations presented in this report. The following summary of project geotechnical considerations is presented for introductory purposes and, as such, should be used only in conjunction with the full text of this report. • Project Description Development plans call for constructing three new, 2 to 3- story, residential houses with garage and basement levels. The specific type, size and location of these houses were not available at the time of this report. • Exploratory, Methods We explored subsurface conditions by means of three borings advanced at strategic locations across the lot and anticipated house footprint areas, to depths ranging from about 14 to 19 feet below ground surface (bgs). • Soil Conditions Soils underlying the site generally consist of near - surface, weathered, tannish gray and gray with rusty mottling, medium stiff sandy silts and loose to medium dense silty sands, underlain by stiff to very stiff, blue -gray, clayey silts and silts. The site soils are mantled by approximately 6 to 12 inches of forest duff, grass, sod and topsoil. • Groundwater Conditions At the time of exploration (May 2001), perched groundwater was encountered within a sand layer at a depth of approximately 13 feet bgs (elevation 143 feet) in exploration B -2 in the western portion of Lot No. 1. This groundwater zone may be related to the groundwater seepage emanating along the existing- ut slope at the western end of Lot No. 2. • Surface Seepage Conditions Groundwater seepage was observed emanating along an existing, apparent cut slope at the western end of Lot No. 2 during our site visit. We recommend that this seepage water be controlled with the use of a trench drain system to minimize risk of potential future erosion and slope instability. • Environmentally Critical Area Considerations The proposed site is located within an Area of Potential Geologic Instability identified on City of Tukwila Sensitive Area maps, with a moderate to high landslide potential and general slopes between 20 and 40 percent (Class 2 . and Class 3 Area). Provided that the recommendations of this report are implemented, the project is considered feasible and is not anticipated to adversely affect the stability of the subject site or adjacent properties. AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page I Z ,- w UO 0 CO S2 W w 95 L? cl)d =w z� �o Z w U� ON 0 F_ wW Z CO O Z LSI ADAPT • Foundations In our opinion, the proposed houses can be supported by conventional spread footings that bear on the native, medium dense sands /silty sands or medium stiff sandy /clayey silts. For properly prepared footing subgrades, these spread footings may be designed for an allowable, static bearing pressure of 2,000 pounds per square foot (pso and a seismic bearing pressure of 2,660 psf. • Floors Typical soil- supported, slab -on -grade floors are feasible at this site, contingent on proper subgrade preparation. • Subsurface Walls In our opinion, conventional backfilled, cast -in -place concrete walls will adequately support the proposed basement and site perimeter retaining wall system. These walls should be designed to withstand appropriate lateral pressures, as discussed in this report. ri • Seismic Considerations Based on our literature review and subsurface interpretations, we. recommend that the project structural engineer use the following seismic parameters for e design of buildings, retaining walls, and other site structures, as appropriate. Design Parameter Value { Acceleration Coefficient 0.30 Risk Zone (1997 UBC) 3 j Soil Profile Type (1997 UBC) SE •. Temporary Excavation Considerations All temporary soil cuts associated with site regrading or excavations should be adequately sloped back to prevent sloughing and collapse. For the loose to medium dense sand and medium stiff sandy /clayey silt that will likely be encountered within the anticipated excavation depths, we tentatively recommend maximum, temporary cut slope inclinations of 1 %2H:1V and 1H:1V, respectively. If groundwater seepage is encountered within the excavation slopes, the cut slope inclination should not exceed 1 M: IV. 2.0 SITE AND PROJECT DESCRIPTION The subject site is located at 13821 Macadam Road in Tukwila, Washington, as shown on the enclosed Location/Topographic Map (Figure 1). The site consists of three vacant building lots measuring approximately 50 by 1 00 feet, identified as Lots No. 1 & 2 within Block 1 and Lot No. 149 on the west side of Macadam Road on the lot plan provided for our review. AIA International Development May 25, 2001 LSI ADAPT Project No. WA01 -6267-0 Page 2 z �Z �w QQ JU UO W= 1`- �U_ w 95 CO) = �. w z ZO W5 U� O� o t_ wW w z ui CO U =. O z LSI ADAPT Site boundaries are generally delineated by neighboring residential lots on the northwest and the southeast, by Macadam Road on the northeast, and by an adjacent wooded area on the southwest. The existing lots slope down towards the northeast (Macadam Road), with an overall topographical relief of about 40 feet across the site. A relatively level, roughly 40 -feet wide bench area is located at approximately elevation 148 feet (ground surface) in the center of Lots No. 1 and 2. An existing basement structure remains within this bench area in Lot No. 1, where a previously demolished house was situated. The enclosed Site & Exploration Plan (Figure 2) illustrates these site boundaries and adjacent existing features. It is our understanding that the lots will be developed for single- family residential dwellings. The proposed houses are to be constructed within an existing, relatively level bench area at approximately 148 feet in elevation (ground surface) within the center of Lots No. 1 and 2. The house on Lot Nor. 149 is expected to be located at the end of an existing asphalt driveway (roughly ground surface elevation of 135 feet). In order to limit driveway grades up from Macadam Road, we understand that the houses are expected to consist of a garage level and a basement level below ground surface (bgs), requiring site excavations up to 20 feet in depth bgs. Foundation support will consist of a system of shallow footings and' basement retaining walls. We anticipate that the building walls and columns will impose relatively light foundation loads. Figure 2 illustrates the proposed location of one the houses (Lot No. 149). The conclusions and recommendations contained in this report are based on our understanding of the currently proposed utilization of the project site, as derived from layout drawings, written information, and verbal information supplied to us. Consequently, if any changes are made in the currently proposed project, we may need to modify our conclusions and recommendations contained herein -to reflect those changes. 3.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on May 9, 2001. Our exploration and testing program comprised the following elements: • A visual surface reconnaissance of the site; • 3 borings (designated B -1 through B -3) with Standard Penetration Tests, advanced at strategic locations across the proposed house footprint and general lot areas; • A review of published geologic and seismologic maps and literature. The following text sections describe our procedures used for performing the auger borings. Figure 2 depicts their approximate relative locations. The specific number, locations, and depths of our explorations were selected in relation to the existing and proposed site features, under the constraints of surface access, underground utility conflicts, and budget considerations. We estimated the relative location of each exploration by measuring from existing features and scaling these measurements onto a layout plan supplied to us, then we estimated their elevations by interpolating between contour lines ALA International Development LSI ADAPT Project No. WA01- 6267 -0 May 25, 2001 Page 3 .. '. � . a C..+in ,...I+AN },µ .' Y1 it:.lCuSndarn • �{/i:n'��.Y+Lh. 11iu2 <o't.��»`1' ::tw Q = Z " w tlt: g WU U (n o J CO L w L? � =w z� ZO LU5 �p U ON C t_ wW F_F_ �Z W U= O Z LSI ADAPT shown on this same plan. Consequently, the locations depicted on Figure 2 should be considered accurate only to the degree permitted by our data sources and implied by our measuring methods. It should be realized. that the explorations performed for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have commenced. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 3_1 Auger Boring Procedures Our exploratory borings were advanced with a portable hollow -stem auger and a trailer - mounted *drill rig operated by an independent drilling firm working under subcontract to ADAPT. A geotechnical engineer from our firm continuously observed the borings, logged the subsurface conditions, and collected representative soil samples. All samples were stored in watertight containers and later transported to our laboratory for further visual examination and testing. After the borings were completed, the boreholes were backfilled with a mixture of bentonite chips and soil cuttings. i Throughout the drilling operation, soil samples were obtained at 2 %- or 5 -foot depth intervals by means of the Standard Penetration Test (SPT) -per ASTM:D -1586. This testing and sampling procedure consists 1 of driving a standard 2- inch - diameter steel split -spoon sampler 18 inches into the soil with a 140 -pound hammer free - falling 30 inches. The number of blows required to drive the sampler through each 6 -inch interval is counted, and the total number of blows struck during the final 12 inches is-recorded as the Standard Penetration Resistance, or "SPT blow count." If a total of 50 blows is struck within any 6 -inch interval, the driving is stopped and the blow count is recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration Resistance values indicate the relative density 'of granular soils and the relative consistency of cohesive soils. i s The enclosed Boring Logs describe the vertical sequence of soils and materials encountered in the borings, based primarily on our field classifications and supported by our subsequent laboratory examination and testing. Where a soil contact was observed to be gradational, our logs indicate the average contact depth. Where a soil type changed between sample intervals, we inferred the contact depth. Our logs also graphically indicate the blow count, sample type, sample number,, and approximate depth of each soil sample obtained from the borings. If any groundwater was encountered in a borehole, the approximate groundwater depth is depicted on the boring log.' Groundwater depth estimates are typically based on the,moisture content of soil samples, the wetted height on the drilling rods, and the water level measured in the borehole after the auger has been extracted. 4.0 SITE CONDITIONS The following sections of text present our observations, measurements, findings, and interpretations regarding surface, soil, groundwater, and seismic conditions at the project site. AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 4 w... �. u._i. i.:: `. }I �r•.µ .GF WY Ii�.F W�a:Nh- w•r•....n -. .. L!' S�tA,G.114�t7R p S � Z �w J U 00 0 U) �LL w LL ¢ N� �w z r~- F— O w �5 U� ON o1-- w F� LL z U= O z LSI ADAPT ' 4.1 Surface Conditions The subject site is vegetated by second - growth trees with a relatively thick growth of understory vegetation. We observed seepage water emanating along the face of what appears to be a cut slope at the west end of the existing driveway in Lot No. 2 (between roughly 140 and 150 feet elevation contours). The seepage was observed to collect at the top of the driveway and flow along the driveway to a drain system located at the bottom of the driveway. Filamentous vegetation was observed in the northwest corner of Lot No. 1, just to the south of this surface seepage area, indicating saturated, near - surface soil conditions. We did not observe surface seepage conditions elsewhere across the site. 4_2 Soil Conditions According to published geological maps, the general soil conditions at the site location consist of glaciofluvial sands and gravels overlying glacial drift. Our on -site explorations did not confirm the presence of glaciofluvial or glacial drift deposits; rather, the observed site soils correlated better with the Lacustrine. Silt and Clay deposits mapped near -by the site. Our explorations revealed a fairly uniform subsurface stratigraphy across the site. Specifically, our borings revealed weathered, tannish gray to gray with rusty mottling, medium stiff sandy silts and loose to medium dense silty sands above an elevation ranging from about 135 feet in the southeastern portion to roughly 145 feet in the northwestern portion of the site. Below these near - surface, weathered soils, our borings disclosed stiff to very stiff, blue -gray, clayey silts and silts. The site soils are mantled by approximately 6 to 12 inches of forest duff, grass, sod and topsoil. 4_3 Groundwater. Conditions At the time of drilling (May 2001), groundwater was observed at a depth of approximately 13 feet in boring B -2 at the western end of Lot No. 1, corresponding to an elevation of about 143 feet. This groundwater was encountered within a limited sand layer and is interpreted to be perched atop the underlying, relatively impermeable sandy silts or clayey silts. This groundwater zone may be related to the groundwater seepage emanating along the existing cut slope at the western end of Lot No. 2. Because our explorations were performed during an extended period of moderately wet weather, these observed groundwater conditions may closely represent the yearly average levels; somewhat higher levels probably occur during ' the winter and early spring months, while slightly lower levels may occur during the summer and early fall months. Throughout the year, groundwater levels would likely fluctuate in response to changing precipitation patterns, off -site construction activities, and changes in site utilization. 4.4 Seismic Conditions Based on our analysis; of subsurface exploration logs and our review of published geologic maps, we interpret the on -site soil conditions to correspond to seismic soil profile type SE, as defined by Table 16 -J of the 1997 Uniform Building Code. This soil profile type is characterized by soft soils with an average blowcount less than 15 within the upper 100 feet bgs. Current (1996) National Seismic Hazard Maps prepared by the U.S. Geological Survey indicate that a peak bedrock site acceleration coefficient of about 0.30 is appropriate for an earthquake having a 10- percent probability of exceedance in 50 years AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 5 Z ~w Cr_� UO 0 CO) r-- NL WO U_Q �o = �W Z H I— O w �5 U� ON o�_ WW HF_ LL O .Z W U= O Z LSI ADAPT (corresponding to a return interval of 475 years). According to Figure 16 -2 of the 1997 Uniform Building Code, the site lies within seismic risk zone 3. 4.5 Environmentallv Critical Area Conditions The proposed site is located within an Area of Potential Geologic Instability identified on City of Tukwila Z Sensitive Area maps, with a moderate to high landslide potential and general slopes between 20 and 40 W percent (Class 2 and Class 3 Area). Specifically, the topographic survey for the site indicates that Lot No. 2 and the eastern margin of Lots No. 1 and 149 slopes at an inclination 2H:1 V (25 percent) downward U O towards the north- northeast, while the uphill area within the western portion of Lots No. 1 and 149 (above t Co w the level bench area) is inclined at approximately 4HAV downward towards the rartheast. The _ recommendations and conclusions of this geotechnical engineering report address the concerns related to N LL O the steep slope designation, in general accordance with the Sensitive Areas Overlay of the City of Tukwila building code. ;Provided that the recommendations of this report are implemented, the project is Q considered feasible and is not anticipated to adversely affect the stability of the subject site or adjacent to d properties. H = Z �. I— O 5.0 CONCLUSIONS AND RECOMMENDATIONS w U J Development plans call for the construction of new residential houses at the site. Based on our findings 0 and the results of our analyses, the project is considered feasible from a geotechnical standpoint, provided p co that the recommendations of this report are implemented. The following text sections of this report w ~ W present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on grade floors, backfilled walls, drainage systems; and structural fill. WSDOT Standard LL Z Specifications and Standard Plans cited herein refer to WSDOT� publications M41 10;`2000 Standard v cn Specifications for Road, Bridge, and Municipal Construction, and M21 -01, 2000 Standard Plans for ~O H Road, Bridge, and Municipal Construction, respectively. Z 5.1 Site Preparation Preparation of the project site should involve temporary drainage, clearing, stripping, cutting, filling, excavations, dewatering, and subgrade compaction. The paragraphs below discuss our geotechnical comments and recommendations concerning site preparation. Temporary Drainage We recommend intercepting and diverting any potential sources of surface or near - surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final. decisions regarding drainage systems are best made in, the field at the time of construction. Nonetheless, we anticipate that curbs, berms, or ditches placed along the uphill side of the work areas will adequately intercept surface water runoff. AIA International Development LSI ADAPT Project No. WA01- 6267 -0 May 25, 2001 Page 6 �• �. �.; cl iS,&. �. w' i::;:, i+. k: :,u.- ..:d.�.SS:x"u..,+6,'�L�li• �' �Y;�.Srst�° r . �e�.:,u.aitccdL.0 �k:,: LSI ADAPT ' Clearing and Stripping After surface and near - surface water sources have been controlled, the construction areas should be cleared and stripped of all trees, bushes, sod, topsoil, debris, asphalt, and concrete. Our explorations indicate that an average thickness of about 6 to 12 inches of forest duff, sod, duff, and topsoil will be encountered across the site, but significant variations could exist, especially where tree root balls are encountered. Furthermore, it should be realized that if the stripping operation proceeds during wet weather, a generally greater stripping depth might be necessary to remove disturbed, surficial, moisture- sensitive soils; therefore, stripping is best performed during a period of dry weather. Demolition: As a part of the initial site preparation, any existing structures present within the construction areas should be demolished. Any associated underground structural elements' or utilities, such as old footings, stemwalls, and drainpipes, should be exhumed as part of this demolition operation. Excavations Sitd excavations ranging up to about 20 feet deep will be required to accommodate the proposed house garage and basement levels. Based on our explorations, we anticipate that these excavations will encounter medium stiff, sandy silts and loose to medium dense, silty sands, underlain by stiff to very stiff clayey silts and silts within the anticipated excavation. Some perched groundwater seepage zones may be encountered where isolated sand lenses are encountered within the silty soils. These soils can likely ' be cut with conventional earth working equipment such as small dozers and trackhoes. Temporary Cut Slopes All temporary soil cuts associated with site regrading or excavations should be adequately sloped back to prevent sloughing and collapse. For the various soil layers that will likely be encountered in the excavation, we tentatively recommend the following maximum cut slope inclinations: Soil Type Loose to medium dense Sand Medium dense Silty Sand Medium stiff Sandy /Clayey Silt Maximum Inclination 1' /2H: l V 1H:1 V 1H:1V If groundwater seepage is encountered within the excavation slopes, the cut slope inclination should not exceed IM:1V. However, appropriate inclinations will ultimately depend on the actual soil and groundwater seepage conditions exposed in the cuts at the time of construction. It is the responsibility of the contractor to ensure that the excavation is properly sloped or braced for worker protection, in accordance with OSHA guidelines. In addition to proper sloping, the excavation cuts should be draped with plastic sheeting for the duration of the excavation to minimize surface erosion and ravelling. Dewatering Our site surface and subsurface exploration reveled the presence of perched groundwater conditions within Lots No. 1 and 2. The proposed site excavations might encounter perched groundwater seepage, depending on the actual excavation depth and time of year. If groundwater is encountered, we AIA Intemational Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 7 Z �w �U UO CJ) J H CO LL w LL Q C/) =) = �. w T. I— w �5 U� ON 0 H w L O •Z w U= O� Z LSI ADAPT anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater the excavation. Subgrade Compaction Exposed subgrades for footings, floors, pavements, and other stru ctures should be compacted to a firm, unyielding state, if warranted by soil moisture conditions. Any localized zones of j loose granular soils observed within a subgrade should be compacted to a density commensurate with the t surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Permanent Slopes All permanent cut slopes and fill slopes should be adequately inclined and revegetated to minimize long -term ravelling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1 V. For all soil types, the use of flatter slopes (such as 2.5H:1 V) would further reduce long -tern! erosion and facilitate revegetation. It should be noted that the existing cut slope at the western end of Lot No. 2 appeared to be oversteepened and may need to be regraded to a more stable configuration, following installation of a subsurface trench drain system as described in the Drainage Systems section of this report. Alternatively, a concrete or segmental retaining wall may be constructed,. if required due to spacial constraints. ADAPT is' available to assist with additional geotechnical design criteria, should this become necessary. Slone Protection We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface. flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, if slopes are too steep for vegetation to take hold, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 5.2 Spread Footings In our opinion, conventional spread footings will provide- adequate support for the proposed houses if the subgrades are properly prepared. We offer the following comments and recommendations for purposes of footing design and construction. Footing Depths and Widths For frost and erosion protection, the bottoms of all exterior footings should penetrate at least 18 inches below lowest adjacent outside grades, whereas the bottoms of interior footings need penetrate only 12 inches below the surrounding slab surface level. All footings should bear within the native, medium dense sands /silty sands or medium stiff sandy /clayey silts. Continuous (wall) and isolated (column) footings should be at least 18 and 24 inches wide, respectively, to act as a true footing element providing the specified bearing capacity. Footing Surcharge Considerations: The current plan calls for basement retaining walls supported on spread footing elements. Some of these may be in close proximity of the adjacent structure north of Lot No. 2. Generally, we recommend that the base of an upper footing be placed below a 1 H:1 V plane extending upwards from the heel of any lower footing, in order to reduce the risk for surcharging the AIA International Development LSI ADAPT Project No. WA01- 6267 -0 May 25, 2001 Page 8 t s .. w..;:.. sds�,. t. �;.: wsaau .:e::::,.y.•'.�.ao.ua�i ' " 1�s . +w S::�W;u,.4 uw''�cY:,,i::: w:." ax1',ea:f:uf:.a:LU ; tsd' ' id ixtlaYT:aaS'ttistia�i w, 4;�[�'A.�1:Yii+n "'+fG.. '1ki �`� �i,'h� a'7�'' ' fF `iti�elz Z Z JU U ND CO LU J J_.. S2 U. w 9a U� = �_ w z F- z� W w U ON 0 1.- WW 1L O w z CO) O Z LSI ADAPT backfilled footing stem walls or footing- supported retaining wall. Surcharge loads resulting from walls located closer than this may be evaluated by using elastic methods. ADAPT is available to assist with additional geotechnical design criteria, should this become necessary. Bearing Subg The native, medium dense sands /silty sands or medium stiff sandy /clayey silts underlying the proposed house locations appear well- suited for supporting the proposed shallow spread footing system. Before concrete is placed, any. localized zones of loose soils encountered in the footing subgrades should be compacted to a firm, unyielding condition. Subgrade Verification All footing subgrades should consist of firm unyielding, dense, undisturbed, native soils. Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. We recommend that the condition of all subgrades be verified by an ADAPT representative before any concrete is placed. Bearing_ Capacities Based on the bearing subgrade conditions described above, we : ecommend that all footings be. designed for the following allowable bearing capacities for static and seismic loadings: Design Parameter Static Bearing Capacity Seismic Bearing Capacity Allowable Value 2,000 psf 2,660 psf Footing Settlements We estimate that total post - construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1. inch. Differential settlements could approach one -half of the actual total settlement between adjacent foundation elements. Footing and Stemwall Backfill To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non - organic on -site soils can be used for this purpose, contingent on a suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM :D- 1557). Lateral Resistance Footings and stemwalls that have been properly backfilled as described above will resist lateral movements by means of passive earth pressure and base friction. Passive pressure acts over the embedded front of the footing (neglecting the upper 1 foot for soil foreslopes) and varies with the foreslope inclination. For site - specific design purposes, we are providing recommended allowable passive pressure values for level and 2H:1 V foreslopes. The level foreslope condition may be assumed if the ground surface is level within a horizontal distance equal to two times the footing width. We recommend using the following design values, which incorporate a static safety factor of at least 1.5: AIA International Development May 25, 2001 LSl ADAPT Project No. WA01- 6267 -0 Page 9 Z Z �w QQ J0 00 (n o J = H S2 U_ w UQ CO = �w z f— O w ~ w O� 0H W W U_ O .. Z CO O Z LSI ADAPT Allowable Design Values Design Parameter Level Foreslope (2H:1V) Foreslope Static Passive Pressure 250 pcf 125 pcf Seismic Passive Pressure 330 pcf 160 pcf Base Friction Coefficient 0.30 0.30 5.3 Slab -on -Grade Floors In our opinion, soil- supported slab -on -grade floors can be used for the proposed house if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Capillary Break To retard the upward wicking of groundwater beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4 -inch- thick layer of pea gravel or other clean, uniform, well - rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9- 03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. Vapor Barrier We recommend that a layer of plastic sheeting (such as Crosstuff, Visqueen or Moistop) be placed directly between the capillary break and the floor slab to prevent ground moisture vapors from migrating upward through the slab. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. Vertical Deflections Soil- supported slab -on -grade floors can deflect downward when vertical loads are applied, due to elastic compression of the subgrade. In our'opinion, a subgrade reaction modulus of 100 pounds per cubic inch (pci) can be used to estimate such deflections. Subgrade Verification All slab -on -grade floors should bear on firm, unyielding native soils or on suitable structural fill soils. We recommend that the conditions of all subgrades and overlying layers be verified by an ADAPT representative before any concrete is placed. 5.4 Backfilled Walls In our opinion, backfilled concrete retaining walls can be used around the below -grade portions and to support interior shear walls of the houses. Our wall design recommendations and comments are presented below. Footing Depths For frost and erosion protection, all perimeter and basement retaining wall footings should penetrate at least 18 inches below the lowest adjacent ground surface, whereas the bottoms of AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 10 z �z �w Q � JU 00 Cl) J = 1— �w w LL ¢ U� = �w z z� 25 ON o �_ wW �- O 111 z 0- O z LSI ADAPT interior wall footings need only penetrate 12 inches below the surrounding slab surface level. All footings should bear within the native, medium dense sands /silty sands or medium stiff sandy /clayey silts. Curtain Drains To preclude hydrostatic pressure development behind the perimeter retaining walls, we recommend that a curtain drain be placed behind the entire wall along the perimeter of the houses. This curtain drain should consist of pea gravel, washed rock, or some other clean, uniform, well - rounded gravel, extending outward a minimum of 2 feet from the wall and extending from the footing drain upward to within about 12 inches of the ground surface. We also recommend that a 4- inch - diameter perforated drain pipe be installed behind the heel of the wall, as described for Perimeter Drains in the Drainage Systems section of this report. Backfill Soil The on -site granular soils could be used as backfill placed behind the curtain drain, if they are near the optimum moisture content. Alternatively, the wall backfill would consist of clean, free - draining, granular material, such as "Gravel Backfill for Walls" per WSDOT Standard Specification 9- 03.12(2). Backfill Compaction Because soil compactors may induce significant lateral pressures on retaining walls, we recommend that only small, hand- operated compaction equipment be used within 3 feet of a completed wall. Also, all backfill should be compacted to approximately 90 percent of the maximum dry density (based on ASTM:D- 1557); a greater degree of compaction closely behind the wall would increase the lateral earth pressure, whereas. a lesser degree of compaction might lead to excessive post - construction settlements. Grading and Capping To retard the infiltration of surface water ' into the backfill soils, the backfill surface of exterior walls should be adequately sloped to drain away from the wall. We also recommend that the backfill surface directly behind the wall be capped with asphalt, concrete, or 12 inches of low- permeability. (silty) soils. Applied Loads Overturning and sliding loads applied to retaining walls can be classified as static pressures, surcharge pressures, seismic pressures, and hydrostatic pressures. We offer the following specific values for design purposes. • Static Pressures Yielding (cantilever) retaining walls should be designed to withstand an appropriate active lateral earth pressure, whereas non - yielding (restrained) walls should be designed to withstand an appropriate at -rest lateral earth pressure. The criteria for yielding walls may be applied where the top of the wall is allowed to translate or rotate a distance equal to 0.001 to 0.002 times the wall height. These pressures act over the entire back of the wall and vary with the backslope inclination. For various backslope angles, we recommend using the following active and at -rest pressures (given as equivalent fluid unit weights): ALA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 11 z Q� Z Lit: j �U UO NO CO UJI J V) L w UQ = z L— 0 w U j U� to o f_ wW F-F- �O z U= O z LSI ADAPT Backslope Active At -Rest Angle Pressure Pressure Level 35 pcf 55 pcf 4H:1 V 44 pcf 62 pcf 2H:1 V 53 pcf 75 pcf • Surcharge Pressures Static lateral earth pressures acting on a retaining wall should be increased to account for any surcharge loadings from traffic, construction equipment, material stockpiles, or structures. We have assumed that the retaining walls supporting the proposed basement and perimeter walls will be placed far enough apart so as not to exert surcharge pressure on the lower walls. This requires that the base of an upper wall footing is placed below a 1H:1V plane .extending upwards from the heel of any lower wall. • Seismic Pressures Static lateral earth pressures acting on a retaining wall should be increased to account for seismic loadings. These pressures act over the entire back of the wall and vary with the Backslope inclination, the seismic acceleration, and the wall height. Based on a design acceleration coefficient of 0.25 to 0.30 and a wall height of "H" feet, we recommend that these seismic loadings be modeled as the following uniform horizontal pressures for various backslope angles: Backslope Active Angle Pressure Level 3H:1 V 4H:1 V 4H psf 6H psf 8H psf At -Rest Pressure 12H psf 18H psf 24H psf • Hydrostatic. Pressures If groundwater is allowed to saturate the backfill soils, hydrostatic pressures will act against a retaining wall. If an adequate drainage and discharge system is installed behind the retaining wall, we do not expect that hydrostatic pressures will develop. Resistin Forces Static pressures, surcharge pressures, seismic pressures, and hydrostatic pressures are t resisted by a combination of passive lateral earth pressure, base friction, and subgrade bearing capacity. t Passive pressure acts over the embedded front of the footing (neglecting the upper 1 foot for soil foreslopes) and varies with the foreslope inclination, whereas the base friction and bearing capacity act i along the bottom of the footings. For site - specific design purposes, we are providing recommended allowable passive pressure values for level foreslopes. The level foreslope condition may be assumed if AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 12 F-: .. �. � •:••��•. ,' "�,: .. w, ;,:..tia l.(� .nU,, .;i, )K ��.......7.: :'."r�:Y:Rw�h :;.uiu i >.i _,:�1 i' bw` r. 4l+ �Y.r :>.+ iioixx: r�:/ iv. lda„ 1. W�. vfa:l C+ t:. ictt�iJaiGS:: elml: isu• S. dH 1a:.}. w.:.. it, �i: a:+ v; .t�auvlr.�nl9yhabii...TS.;�:a:r ..�iwJ..i.� +.;mied:. Z iH W t � JU UO U U) LLJ J= H N u- w LLQ = CJ �w Z f- !-- O w ~ w �O U O� ww �Z U= O Z LSI ADAPT the ground surface is level within a horizontal distance equal to two times the footing width. We recommend using the following design values, which incorporate a static safety factor of at least 1.5: Allowable Design Values Design Parameter Level Foreslope (2H:1V) Foreslope Static Passive Pressure 250 pcf 125 pcf Seismic Passive Pressure 330 pcf 160 pcf Base Friction Coefficient 0.30 0.30 Static Bearing Capacity 2,000 2,000 Seismic Bearing Capacity 2,660 2,660 5.5 Drainage Systems In our opinion, the houses should be provided with permanent drainage systems to minimize the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. Perimeter Drains We recommend that the houses be encircled with a perimeter drain system to collect seepage water. This drain should consist of a perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should lie wrapped with filter fabric to reduce the migration of fines from the surrounding soils. The drain invert should be installed no more than 8 inches above or below the base of the perimeter footings. All perimeter drains should discharge to a municipal storm drain, sewer system, or other suitable location by gravity flow. Runoff Water Roof - runoff and surface - runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tight line pipes and be routed away from the house to a storm drain or other appropriate location. Grading and Capping Final site grades should slope downward away from the house so that runoff water will flow by gravity to suitable collection points, rather than ponding near the house. Ideally, the area surrounding the house would be capped with concrete, asphalt, or low- permeability (silty) soils to reduce surface -water infiltration. Subsurface Trench Drain Groundwater seepage was observed to be emanating along the apparent cut face in the western end of Lot No. 2. We recommend that this seepage be controlled prior to site development by constructing a permanent subsurface trench drain system at the base of the slope, directly connected via tightline to a municipal storm drain, sewer system, or other suitable location by gravity AIA International Development LSI ADAPT Project No. WA01- 6267 -0 May 25, 2001 Page 13 •� Jig „u.. �...GC4.. s .,(li.;..1 ; 1:" ,. %c1•,i'�i,.•,+,�`+'ir..}�rsY4Lr +:tZKa�S`iikCi�alaJ+�:wutk'ri 'ubiia'lthtl.rse.:al: w''[nY14+liis�S.I.:a.i4r i�1✓..�wiiwW :s i.,.b..,a.u.5.fdw.Sw di Z Z . tr � JU UO Cl) 0 CO LU J = CO LL wO UQ CO = �w Z z� w w U� ON o�_ wW �O W Z U- O Z LSI ADAPT flow. This subsurface trench drain should consist of a main drain line parallel to the base of the slope, connected to "finger drains" excavated perpendicular to and into the slope face. The purpose of the finger drains would be to draw down the perched groundwater seepage from the slope face and divert it into the main trench drain system, to minimize slope surface erosion due to soil/groundwater piping. The main trench drain and the finger drains should consist of a 4 -inch diameter, perforated PVC pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe and upwards to within 12 inches of the ground surface. The gravel drain rock should be wrapped with filter fabric (same as footing drains) to reduce the migration of fines from the surrounding soils. The trench drain should be capped with silty on -site soils or topsoil, to minimize infiltration of surface runoff water and reduce the long -term. risk of clogging due to siltation. Clean-outs should be provided at both ends of the perforated drain pipe. 5_6 Structural Fill The term "structural fill" refers to any placed under foundations, retaining walls, slab -on -grade floors, sidewalks, pavements, and other such features. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials Typical structural fill materials include clean sand, granulithic gravel, pea gravel, washed rock, crushed rock, quarry spalls, controlled- density fill (CDF), lean -mix concrete, well - graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit- run "), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual, particles greater than about 6 inches in diameter. Fill Placement Generally, pea gravel, washed rock, quarry spalls, CDF, and lean -mix concrete do not require special placement and compaction procedures. In contrast, clean sand, granulithic gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. On -Site Soils Because relatively large cuts are planned for the project, we expect that large quantities of on -site soils will be generated during earthwork activities. We anticipate that fill will be needed to backfill footings and retaining walls at the site. Given that the site soils are predominantly fine- grained and, as such highly moisture - sensitive, we recommend that the construction planning includes a contingency for importing "clean ", granular fill, in the event that adequate soil aeration is not feasible within the construction; time -frame due to unfavorable site conditions. As such, we offer the following evaluation of these on -site soils in relation to potential use as structural fill. AIA Intemational Development May 25, 2001 LSl ADAPT Project No. WA01- 6267 -0 Page 14 Z �Z �w QQ JU UO Cl) a C0 Ui J = H CO U_ w UQ co = �w z I— O Z U� ON o�_ wW �- O ui Z U CO O H Z r i LS1 ADAPT • Sur icial Organic Soils The sod, duff, topsoil, and organic -rich soils mantling most of the site are not suitable for use as structural fill under any circumstances, due to their high organic content. Consequently, these materials can be used only for non - structural purposes, such as in landscaping areas. • Silt� Sand /Sandy Silt The silty sand or sandy silt units underlying the surficial organic and fill soils appeared to be above their optimum moisture condition, We anticipate that these sandy soils may be reworked and recompacted, given favorable weather conditions when they can be aerated to reduce their moisture content. However, these soils would be difficult to reuse during wet weather, due to their moderately high silt content. • Silt / Clayey Silt The silt and clayey silt units underlying the surficial organic - soils do not appear to be suitable for reuse as structural fill at their present moisture contents. However, these soils may become suitable for reuse during a period of dry weather if they can be aerated to reduce their moisture content. It should be noted that these fine- grained soils are extremely moisture- sensitive and are not likely to be suitable for use as structural fill during wet site conditions. Compaction Criteria Using the Modified Proctor test (ASTM:D -1557) as a standard, we recommend that structural fill used for various on -site applications be compacted to the following minimum densities: Minimum Fill Application 1. Footing subgrade or bearing pad Footing and retaining wall backfill Slab -on -grade floor subgrade and subbase Roadway embankment (upper 2 feet) Roadway embankment (below 2 feet) Concrete sidewalk subgrade Compac 90 percent 90 percent 90 percent 95 percent 90 percent 90 percent It should be noted that the City of Seattle compaction standard for construction work within right -of -way areas requires 95 percent density, based on the Standard Proctor test (ASTM:D -698). This requirement is generally equivalent to about 90 percent compaction using the more stringent Modified Proctor criteria (ASTM:D- 1557). Subgrade Verification s and Compaction Testing Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be verified by. an ADAPT representative before filling. or construction begins. Also, fill soil compaction should be verified by means of in -place AIA International Development May 25, 2001 LSI ADAPT Project No. WAOI- 6267 -0 Page 15 z �w QQ JU UO (n o J = V) L w LL Q = �w Z H F_ O w ~ W U� ON o E_ W �O LLi z CO) z s LSI ADAPT density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet - weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. CDF Strength Considerations CDF is normally specified in terms of its compressive strength, which typically ranges from 50 to 200 psi. CDF having a strength of 50 psi (7200 psf) provides adequate support for most structural applications and can be readily excavated with hand shovels. A strength of 100- (14,400 psf) provides additional support for special applications but greatly increases the difficulty of hand - excavation. In general, CDF having a strength greater than about 100 psi requires power equipment to excavate and, as such, should not be used where future hand- excavation might be needed. 6.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largelx on proper site preparation, drainage, fill placement, and construction procedures, inonitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Consequently, we recommend that ADAPT be retained to provide the following post -report services: • Review. all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare 'a letter summarizing all review continents (if required by City of Tukwila); • Attend a pre - construction conference with the design team and contractor to discuss important geotechnically related construction issues; • Observe all exposed subgrades after completion of- stripping and overexcavation to confirm that suitable soil conditions have been reached and to determine appropriate subgrade compaction methods; • Monitor the placement of all structural fill and test the compaction of structural fill soils to verify their conformance with the construction specifications; AIA International Development May 25, 2001 LS1 ADAPT Project No. WA01- 6267 -0 Page 16 Z �w 0 J 00 to CO LLI UJ to w w J L? U)d =w Z� 1= 0 ZF_ w w U� 0— o H- wW LLP LL O ui Z CO ~O f - Z l� LS! ADAPT • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; • Observe the installation of all perimeter drains, wall drains, and capillary break layers to verify their conformance with the construction plans; • Prepare a post - construction letter summarizing all field observations, inspections, and test results (if required by City of Tukwila). Upon request, we could submit a proposal for providing some or all of these construction monitoring, inspection, and testing services. Such a proposal is best prepared after the project plans and specifications have been approved for construction. 7.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we performed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity. of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, LSI ADAPT Senior Geotechnical Engineer 1 K. V ew, P. Elm nior Geotechnical Engineer Senior Reviewer AIA International Development May 25, 2001 LSI ADAPT Project No. WA01- 6267 -0 Page 17 Z �z �w QQ JU UO N CO 11i J l.— CO LL W 9_J LL Q = �w Z z� w w U� �O N o H- wW U_ O w Z U= O ~. Z EXFlriES 6 NOTICE: IF THE DOCUMENT IN THIS FRAME I THE D CLEAR QUALITY HA THIS NOTICE IT IS DUE TO THE. Start Date: 05/09/01 Completion Date: 05109/01 Logged By: R.B.H. I LSI ADAPT ,BORING/MONITORING WELL LOG 800 S 9 403 TEL: 206.654.7045 FAX: 206.654.7048 PROJECT Hellwig's Addition Lots 1, 2 8149 Job Number : WA01- 6267 -0 Boring No.: B -1 .LOCATION : 13821 Macadam Road South Tukwila, Washington 98168 Monitoring Well No.: Ground Surface Elevation: 139 Casing Elevation: WA Elevation Reference : City of Tukwila Page: 01 of 1 0 SOIL DESCRIPTION SS iy8 a s rt 7 AS -BUILT WELL DESIGN O rr� i . § Stiff to very stiff, moist, blue -gray, clayey m SILT /SILT with some clay S•1 4 7 10 5 S-2 6 7 t! Becoming very stiff s-3 5 9 12 10 S-4 6 B . 12 Boring terminated at 14.0 feet. 15 No groundwater seepage observed. NOTE: Surface soils were observed to be saturated from surface seepage. 2 0 25 1 -30 S t I i LEGEND �I ' Shahtc WaM DrltYq ® Type d Arhdytld TwfrhO Pwfanhad 2dnch O. D. Sp14Spoon Soros X Sor s not PAWWWW (% has st ® fl ww (% IY tlrwm) ATE S 114 • Yxh O.D. Damao t Moan D Soros ® 6 Sbrlb WWater li" ar NR No R GDOWY � Grab Sam (� �Va) DATE 200 wash Shelby Tuba Sample _L Pardhad (rourdr�r ATD At Thha d Drfrp (x an" shown) n) �W QQ JU cU 0 ND C0 W J = H D LL w 9 : LL Q = W Z H F- O z H W L �0 U O - 0 F- wW H - w z U= O 1 "' z LSI ADAPT BO RING /MONITORING WELL LOG 800 May nard Washington e � 403 9e134 TEL: 206.654.7045 FAX: 206.654.7048 PROJECT Heliwig's Addition Lots 1, 2& 149 Job Number : WA01- 6267 -o Boring No.: B -2 LOCATION : 13821 Macadam Road South Monitoring Well No.: Tukwila Washington 98168 9 Ground Surface Elevation: 155 Casing Elevation: WA Elevation Reference: City of Tukwila a 01 of 1 o� Q SOIL DESCRIPTION Forest duff, sod and topsoil Medium stiff, moist to wet, tan -gray with rusty mottling, sandy SILT with thin sand lenses - _ Medium stiff, moist to wet, blue -gray and tannish gray with rusty and dark brown spots, intermixed sandy SILT and fine SAND with scattered fine rootlets (Disturbed ?) . --------------------------------- Medium stiff, moist, gray with some rust spots, fine sandy SILT with some clay --------------------------------- Medium stiff, moist to wet, blue -gray, clayey SILT with occasional thin, fine sand lenses ____ Medi um dense, saturated, blue- gray,.fine to medium SAND W s-1 -2 S-3 S-5 $� 3 3 4 4 3 4 4 3 4 3 3 4 4 5 7 o5 AS -BUILT WELL DESIGN " LAB ORATORY T FSTMO - 5 - . 10 15 Boring terminated at 14.0 feet. Groundwater observed at 12.5 feet. NOTE: SPT sample from 12.5 to 14.0 feet contained indications of saturated sand lens, however, no recovery due to missing catcher in sampling tube. Cuttings sample (S -5) collected from auger lead section after withdrawal. 20 25 30 LEGEND \, 24nch 0. D. Spl*Spoon Sw* X SwnpM not R.owu.d V suk Wow l.M a Nag ® Type of NWy W Taft Pvbn -d DATE 31/4. kctt O.D. Dunn A Moon Sampb ® 06 Static WSW t.nAd )0C Grob Sample (ScA Ou*V) DATE NR No pacw" Shaby Tuba Sartpia �_- Paidrd D�aud ~ AM At Thm of Ddfp ® c�•h &tra Arr1y.Y _ Ix g" 1 start Date: 05/09/01 uomp(etton uate : 05109/01 t.oggea tsy : tt.n.n. z W oC � �v U NO J = r` NLL w LL U� = �. w Z f- rr- O w ~ w U� . 0— 0H_ w r- u- O .z w CO) O z !: LSI ADAPT RORINGIMONITOHING WELL LOG 800Ma ynard WenueS ^�;e 403 TEL: 206.654.7045 FAX: 206.654.7048 PROJECT Heliwigs Addition Lots 1, 2& 149 Job Number : WA01- 6267 -0 Boring No.: B -3 LOCATION : 13821 Macadam Road South Monitori W @II N O.: Tukwila, Washington 98168 9 Ground Surface Elevation: 148' Casing Elevation: N/A Elevation Reference: City of Tukwila Page: 01 of 1 Y O SOIL DESCRIPTIONS Medium dense, moist, tannish gray with some rusty mottling, gravelly, silty SAND Medium stiff, moist to wet, tannish gray with rusty mottling, fine sandy SILT Medium stiff, moist t0 Wet tan -gray with some rusty mottling, clayey SILT Loo o to wet, tan -gray with some rusty mottling, fine SAND Loose to medium dense, wet to saturated, gray, silty, fine SAND Stiff, moist, blue -gray, clay Z S•1 S.2 S•3 S-4 mU 5 5 7 3 3 4 3 3 4 4 5 4 s c t7� AS -BUILT WELL DESIGN — 51 10 15 20 Boring terminated at 19.0 feet. No groundwater seepage observed. i� 25 30 LEGEND 24nch O. D. SpIM Spoon Snipb SnpM not ao Rrrwd V _ Sbde WWNW lrwl at OrMkp ® Type of Ana�tkal Ta4p tan _ P«rd ® t% km dram) PATE /H • YcA O.D. Dwm A Moms Sampb Sudc WSW LOW Onb san * (Sd turirgc) DATE FIR No P.ca«y 200 Woh SMDy Tubs Sanpb —_— dDU&mw ATD At Ttm of DMM (% ) scan uate : uwwiui vompieuon uate : uoluaiul t.vggna Dy : n.o.n. z P LL. 10 cU 0 y0 CO Lu J �_-. S2 LL w UQ c = �. w z ZO w w U O N 0 F— w w F— F- 0 w z U= O z J.. i ADaPT July 2, 2001 LSI ADAPT Project No. WA01- 6267 -0 AIA International Development 306 North I' Avenue Kent, Washington 98032" Attention: Mr. Saraj Khan Subject: Geotechnical Supplement No. I — On -Site Storm Water Infiltration Hellwig's Addition Lots No. 1, 2 & 149 13821 Macadam Road Tukwila, Washington Dear Saraj: AE ED CITY OFTUKWILA PESM1T C =..WE:a As requested, LSI ADAPT, Inc. (ADAPT) are pleased to submit this letter addressing the suitability of on -site storm water infiltration on the project site referenced above. The additional engineering review and letter was requested by Mr. Mohammad Saleem on June 22, 2001. This letter st;ipplements the conclusions and recommendations presented in our Geotechnical Engineering Report for the subject project dated May 25, 2001. We understand that the City of Tukwila requires on -site infiltration of storm water if favorable site soil infiltration conditions exist at the site. The borings advanced as a part of our geotechnical study revealed the site soil conditions to generally consist of surficial, medium stiff sandy silts and silty fine sands overlying stiff to very stiff silt and clayey silt. Based on the observed soil conditions and generally accepted infiltration characteristics of fine- grained soils (sandy silts, clayey silts, etc), it is our opinion that the site surface and subsurface conditions are not favorable for the use of on -site infiltration systems, primarily for the following reasons: • Based on the soil classification performed as a part of our geotechnical report, the fine- grained site' soils would be classified as Hydrologic Soil Type C or D (Silt Loarn or Clay Loam, based on the USDA Soil Texture Class). These soil types are typically associated with infiltration rates of 60 min/inch, or less. Such low infiltration rates are generally not considered favorable for infiltration systems. 800 Maynard Avenue South LSI ADAPT, Inc. Tel (206) -654 -7045 Suite 403 Fax (206) 654 -7048 Seattle, Washington 98134 www.adaptangr.com z �Z �w JU UO w= J � co LL W O. LL Q = d �w Z !— O z !•- �5 U � O CO) off wW ti O z W CO O F- z } LSI ADAPT • The proposed building sites are located near the top of existing steep slopes (Class 2 and Class 3 Areas). Soil infiltration systems are generally avoided close to the top of slopes to minimize the risk of adversely affecting the stability of the slope area. In fact, we typically recommend to minimize surface infiltration into the subsoils near the top of slopes by channelling surface water flow and providing good surface drainage. We appreciate the opportunity to be of continued service on this project. Should you have any questions concerning this letter, or if we can assist you further, please contact us at 206 - 654 -7045. Respectfully submitted, LSI ADAPT, Inc. a� . 1 3176a Rolf B. Ayllseth, P.E. r= Xi'IAES s s 0 3 Senior Geotechnical Engineer Distribution: AIA International Development (1) Attn: Mr. Saraj Khan Mohammad Saleem (2) 1 AIA International Development July 2, 2001 LSI ADAPT Project No. WA01 -6267 -0 Page 2 z H Z JU UO Cl) 0 J = H CO) U- w O 2 9 U- Q N CY, =w �O z E- w 5 U� SO 0 [` w —O W z U =. O z i� . �p COPY , A2B STRVCTVRAL ENGINEERING Jesse L Binfor4, PE 21322 47TH Ave E. Spanaway, Wa. 98387 253.846.2005 1 STRUCTURAL G41MILA 77ONS FOR / (L��� ��/ "Gr 2 ' ,^ PRO)ECTNAME Khan Residence REVIEWED FOR CODE COMPLIANCE LOCATION Tukwila, Washington APP RO VE NOV - 3 2004 CLIENT Ronhovde Architects --bL 4--- DATE 1 -Oct -04 C�tY Af MkWlld BUILDING L)NISI PROI ECT No. 04^-06 )VRISDICTION City ofTukwila AEC Cm' OF �� ILA CODES 2003160. AC T V t 0 8 29g4 VERTICAL LOADS Snow 25 psf p101MITCENTER LATERAL LOADS Wind 85 mph -3 second gust B Exp Seismic 47.480. Latitude - 122.280 Longitude SOIL DATA REPORT No. . N/A C O R R E C I O N 'by Assumed as Allowed by Code Soil Beating 2000 psf L T R # EFP, l'nrestratned 50 psf I 'nrestrained & Drained 35 psf F:estrained 80 psf {•restrained & Drained 55 psf LI �- - ��O�ss 13 CIO I — EMP IRES: 1 f'L Ib D04 -256 Z W Ul U0 W W � W 0 g LL Q �d =W ` ? F- F O W H- W U O co , O WW �U LL Z U N. O Z A2B Structural Engineering Date 10101104 — Jesse L Binford, PE Project Name ^- Khan Residence Lot 2 Two Story Plus Basement Project No 04.06 LOAD COMPITA TJONS �5 ROOF LOADS DEAD Shingles Asphalt 2.5 psf Sheeting — 7/16" osb 2 psf Joists PE Trusses 3 psf Ceiling — 5/8 "gwb 2.5 psf Mech /Elect 1 psf Misc/Insul'n 1 sf Total 12 ps SNOW No Reduction or Slope 25 ps TOTAL ROOF LOADS Dead + Snow 37 ps FLOOR LOADS DEAD Flooring --- 3.5 ps Sheeting ^- 3/4" T&G 3 psf .Joists 11 - 7/8 " TJ 10 16 "o /c 2 psf Ceiling -•- 5 /8 "GWB 2.5 psf Mech /Elect 2 psf MiWinsul'n 2 p5f Tots/ 15 ps LIVE Category — Residential 40 ps TOTAL FLOOR LOADS Dead + Live (Typ) 55 ps WALL LO ADS DEAD Fagade — Wood Siding 3 psf Sheeting — 7/16" osb 2 psf EXTERIOR Studs -•- 2x6 2 psf Finish — 5/8" gwb 2.5 psf Mech /Elect 1.5 psf Misc/Insul'n 1 Of Total 12 Ps z �w D U O O co N u., w U. �D = �w z� Z O. W � o. U O N o �-. w �U LL O, . z w CO) O z LOCATION 47.48 Lat. - 122.28 Long. The interpolated Probabilistic ground motion values, in %g, at the requested point are: 10%PE in 50 yr 2%PE in 50 yr PGA 33.14 65.32 0.2 sec SA 72.88 146.90 1.0 sec SA - - 24.03_ - - - - - 50_51 - - - - - - - - _ _ - - - PROJECT INFO: Home PAU SEISMIC HAZARD: Hazard by Lat/Lon, 2002 Y1 z tr w UU CO) 0 W = J fA U. w O: 95 • LL a: �d �w z � O' z E- w LLj U O co w LL!'_ H �� LL O; tll Z U M: H � O Z i 1 http: / /egint .cr.usgs.gov /eq /cgi- bin/find -H- 2002- interp.cgi 10/1/2004 A26 5tructural Engineering Pate 10/01/04 �- )esse L Binford, PE Project Na Khan Residence Lot 2 Two Story Plus Basement Project No - 04 -06 IBC 2003: EARTHQUAKE LOADS - SECTION 1614 thru 1617 SITE CLASS: D • SEISMIC USE GROUP: I • i. BEARING WALL SYSTEMS • K. Light frame walls with shear panels -wood .&udural panels,/sheet steel panels Ct = 0.020 for all other structures • TABLE 1617.6 P, Wo = 3.0 Ca = 4.00 I = 1.00 S = <g), Fig 1615W - max earthquake ground motion ofO.2 sec spectra / response acce % ration, site c /ass B 5,- <q), Fig W5CW - max earthquake round motion off O sec spectra/response acce leration, site class 8 Fa = 1.00 Table 1615.1.2(1) S = 1.469 (E916 -16) Sp = 0.979 (Eq 16 -18) Fv = 1.50 Tab /e 1615 1.2(2) S = 0.758 (Eq 16-17) S = 0.505 (Eq 16 -19) SEISMIC DESIGN CATEGORY PER TABLES 1616.3(1) &(2) System Limitations & Building Height Limifatlons D Based on short period OD 65 feet, per Table 1617.6 D Based on 1 -sec period (5D) CS = C = C = C = Cs = Design Response Spectrum (Figure 1615.1.4) 1.1 1 Sos - 0.979 1.0 ._ _ SDI - 0.505 o y 0.9 G� a 0.5 1 0.1 0.0 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 2.2 To 0.103 Period T Ts = 0. 516 h = ft, height above base to highest level of building C T= 0.02 building period coefficient Ta = 0.269 sec • T = sec Cu = 1.2 T= 0.269 sec O stDry drift determination k = 1.000 vertical dfstribution exponent < Equation 0.1507 (Equation 16 -35) 0.2888 (Equation 16 -36) 0.1507 V = C5' W = 0. 1507 ' W 0.0431 ( Equatton f6 -37) SEISMIC DESIGN CATEGORY = D N/A (Equation 16-38) 0.0000 ASP = 0.1076W 0.1507 Contro ///nq k1smtc Response Coe&clent z its '~ w l � JU U UO J H NU. w 9Q U) = �w E- O W �5 U� ON 0 1-- w W H U' O W z U= O I.. z z - o _� m Z " 0 9 5- = m m =� v �0 cr. M M -i z o--1 3: m -� cN �m -� rn0) 0 C On v� c z -+` z ,- Q� -4,RN 4 Y I M 1 tA 2 oz h � ► C 7( ) Jo M 1y► (6S) St? rA c at � d 12 h 171 i p dg'gAE 2 fit? r• . v P ea � Y C , 1 a i ^- Jesse L Binford, PE Prolect Na Khan Residence Lot 2 Two Story Plus Basement Project No - 04^-06 2003 ISC SASE SHEAR DETERMINATION SOS 0.979 SDI 0.505 IE 1.00 level R ................ TABLE 1617.6 6.S R Omega .........TABLE 1617.6 3 Omega POW T (seconds) 0.269 T Seismic Design Group D redundancy factor 1 rho ASD Factor 1.4 Ab (R-2) 1;021 ground floor area Ind projections ULT E = H WEh 0.151 ( note, for worldng stress desing, this value needs to be divided by 1.4 typically) ASD E = 0.108 OVERIDE VALUE for talcs below 0.00 0 K = .0 / 1 • V , DUE need nOCMOM U.LS •- V (Dross distributed per formula (30 -15) for diaphragm portion: 0.4 *SDS*IE 0.28 0.2 *SDS*IE 0.14 R diaphragm calculation w/ Ft = zero Un ASO FaCtg& Y (Yor Ar) ' .. ..1 •. ..l�: r.44•.'nt1».w .:4 "u: �...a.,� . t.. � ..:•....«:.�- ..+..ti...+:.u....ti .it5.a.i..:J«.'a : dv- asn :.::..rci�_r. z �Z � W� J U UO Cl) CO) LIJ J 3: CO LL WO J U- N d. = W I-- _ z� F- O z F- 5 �0 O N. 0 }- W W F=„ U LL O • z' UN H O Z VERTICAL DISTRIBUTION OF FORCE - PRIMARY SYSTEM DIAPHRAGMS number of stories, �3 ] level hi Mn, WI *hi R EWI ER R ft ki id W ki 11 0 0.000 0.00 0 0.00 0.00 10 0 0.000 0.00 0 0.00 0.00 9 0 0.000 0.00 0 0.00 0.00 8 0 0.000 0.00 0 0.0 0.00 7 0 0.000 0.00 0 0.0 0.00 6 0 0.000 0.00 0 0.0 0.00 5 0 0.0 0 0.181 0.00 0 0.0 ' 0.00 4 0 0.0 0 0.181 0.00 0 0.0 0.00 3 32 23.4 749 0.181 4.23 23.4 4.2 4.23 2 24 30.5 731 0.181 5.51 53.862 9.7 5.51 1 15 30.5 458 0.181 5.51 84.362 15.3 5.51 W= 84.362 1937.388 0.904 15.25 _ V = 0.107619047611 9.1 Ft = 0 V-Ft 9.1 0 K = .0 / 1 • V , DUE need nOCMOM U.LS •- V (Dross distributed per formula (30 -15) for diaphragm portion: 0.4 *SDS*IE 0.28 0.2 *SDS*IE 0.14 R diaphragm calculation w/ Ft = zero Un ASO FaCtg& Y (Yor Ar) ' .. ..1 •. ..l�: r.44•.'nt1».w .:4 "u: �...a.,� . t.. � ..:•....«:.�- ..+..ti...+:.u....ti .it5.a.i..:J«.'a : dv- asn :.::..rci�_r. z �Z � W� J U UO Cl) CO) LIJ J 3: CO LL WO J U- N d. = W I-- _ z� F- O z F- 5 �0 O N. 0 }- W W F=„ U LL O • z' UN H O Z A2B 5tructural Engineering vote ivi�� ^- Jesse L Binford, PE Project Name Khan Residence Lott Two Story Plus Basement Project. No -- 04--06 Trib Cft) 13 Hw /Lw 0.62 0.33 N/A N/A - - 1,705 Back C H1 2,115 13.50 8.00 - - 98 8 784 1,584 C800) A N/A Trib 00 13 Hw /Lw 0.59 1.00 N/A N/A 938 C154) N/A Le 103 2,115 4.00 9.00 4.00 - 124 8 992 286 706 A 51 Trib 01) 20.5 Hw /Lw 2.00 0.89 2.00 N/A 643 349 51 Rtg 2.00 2,115 6.50 5.00 4.00 - 136 8 1,088 587 :02 A 51 Trib Cft) 20.5 Hw /Lw 1.23 1.60 2.00 N/A 286 802 51 Trib 00 13 Hw /Lw 1.78 0.94 2.91 2.91 383 1,705 912 C H1 Back 4,869 24.00 - - - 203 8 2,506 3,251 C745) A N/A Trib CM 13 Hw /Lw 0.33 N/A N/A N/A - Left 238 4,869 4.00 4.00 3.00 4.00 S 8 .3 1 61 5 , 3 loi 8 �i2 Trib 01) 20.5 Hw /Lw 2.00 2.00 2.67 2.00 1 43'3 ir 2197, C- H2 Rig t 4,869 6.50 5.00 3.75 - 319 8 ?s{ 1,077 0 B 52 Trib Cft) , 20.5 Hw /Lw 1.23 1.60 2.13 N/A 340 65 T B 52 Trib (ft) 13 Hw /Lw 0.37 N/A N/A N/A Back 4,869 7.00 28.00 - - 139 15 3,912 Conc N/A Trib 00 13 Hw /Lw 2.14 0.54 N/A N/A - Le 341 4,869 26.00 - - - 47 9 1,463 - Conc N/A Trib (ft) 20.5 Hw /Lw 0.35 N/A N/A N/A - - Rig 4,869 5.00 5.00 - . - 487 15 IiLiw 2�/(pt 893 0 43 Trib 01) 20.5 Hw /Lw 3.00 3.00 N/A NIA 73 E NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1 C� lk� �I ,, wV0 k 46 $ , Ie�CGIz. (a PICK A4-4 32$ 7%p If � Ili`°- 6U Lit 2l L 2� • Cjaj�?)Coq�tpz ?jgq• D�.-P C�GC�T(7J��rnv� Cd °SR OW -No, 5 l 3�Y 13:P ( j O,cf)A,)tWz �, 3 �y v z �Z W JU 00 CO co w J = H Co LL UJ O J LL N = W H- O W~ U 0 O N 01-- W w U- o w z co z two t Bo a fl &4091 WW .. bOAUA5 ftw CLp I'f'rxR[v 4to t-AM . - !S �la mmeo P', A h V Y- 1- -q V�,� 0 �vo 4 ( 2 ` Z 1c.cZ N17 " J56 0 z ,� zw W w QQ Jo U O co S2 LL wo J LL D S2d =w Z� 0 I-- LU w U O N o�- W Lo LLi z v= o� z 0 A29 Structural Engineering Tito: Job Jes$e.L.. 81nfOrd, PE Dsgnn Date: 1:071 3 OCT 04 21322 47th Ave f Description: Spanaway, WA. 98387 Scope v «5.1.3, 22.Jwi -2 9, General Timber Beam Page 1 L 1913•99 ENERALC c: \alb structural engineering \04.06 khan rest Description 3rd Floor Beam Below SW General informatio Calculations are designed to 1997 NDS and 1887 UBC Requirements • Section Name 4x10 Dead Load Center Span Beam Width 3,500 in - Left Cantilever Beam Depth 9.2501n Right Cantilever Member Type Sawn Douglas Fir - Larch, No.2 - Location 2.500 ft Fb Base Allow Load Dur. Factor 1.333 FvAllow 'Beam End F'odty Pin -Pin Fc Allow Right Cantilever... 1.82 k E 5.00 ft .....Lu 0.00 ft ft .....Lu 0.00 ft ft .....Lu 0.00 ft 875.0 psi 190.0 psi 625.0 psi 1,600.0 ksi Full Length Uniform Loads Center DL 117.00 #/ft LL 130.00 fi/ft Left Canblever DL #/f t LL #/ft Right Cantilever DL #11ft LL Wft Point Loads Dead Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load 2,976.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 1.000 ft 0.000 ft 0.000 It 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary I Span= 5.0011, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max.@ Right Support C 2.87 k -ft 0.00 k ft 0.00 k -ft 0.00 k -ft 1.548 :1 2.9 k -ft 5.8 k -ft at 1.000 ft at 5.000 ft Maximum Shear * 1.5 Allowable Shear: Left Max. M allow 5.82 Readlons... fb 691.18 psi fv 138.92 psi Left DL Fb 1,399.65 psi Fv 253.27 psi Right DL Deflections Right Camber. @ Left Center Right 0.29 k Max 0.29 k Max Beam Design OK 4.5 k 8.2 k 3.00 k 1.21 k 0.000 in 0.007 In 0.000 in 3.00 k 1.21 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.004 in -0.030 in Deflection 0.000 in 0.000 in - Location 2.500 ft 2.280 ft ...Length/Ddl 0.0 0.0 1.."" 13,469.3 1,981.89 Right Cantilever... 1.82 k Area Required 17.758 in2 7.1.82in2 Deflection 0.000 in 0.000 in 253.27 psi Bearing @ Supports ...Length/Defi 0.0 0.0 Stress Calcs 3.00 k Bearing Length Req'd 1.371 in Max Right Reaction 1.21 k Bending Analysis 0.554 in Ck 30.037 Le 0.000 ft Sxx 49.91103 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 0.000 z ;~ z �W vo to o J H CO LL WO U_ < CO) =) 10 �W Z H HO z Ir- Uj �5 U o - 0H W W H� LL O w z U= O ~ z Max Moment Sao( Reg'd Allawab @ Center 2.87 k -ft 24.65 in3 1,399.65 psi @ Left Support 0.00 k -ft 0.00 in3 1,399.65 psi @ Right Support 0.00 k -ft 0.00 in3 1,399.65 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.50 k 1.82 k Area Required 17.758 in2 7.1.82in2 Fv: Allowable 253.27 psi 253.27 psi Bearing @ Supports Max Left Reaction 3.00 k Bearing Length Req'd 1.371 in Max Right Reaction 1.21 k Bearing Length Req'd 0.554 in z ;~ z �W vo to o J H CO LL WO U_ < CO) =) 10 �W Z H HO z Ir- Uj �5 U o - 0H W W H� LL O w z U= O ~ z Jesse -L. Binfoed, PE Dsgnr. f "^ Date: 1:271 3 OCT 04 1 ` 15 •21322.47thAve..E. Description: Spanaway, WA. 98387 Scope RW. 61030 M 5.1.3.22Jun•19", WkM Cantileve Retaining Wall Design Page 1 ENERM (c) 19e3A9 C c ±�a2h structural ar,ainntarin2\0406 khan rml Description Criteria Soil Data Footing Strengths & Dimensions Retained Height = 15.00 ft Allow Soil Bearing = 2,500.0 psf fe = 2,500 psi Fy = 60,000 psi Wall height above soil 0.00 ft Equiv ftt Fluid Pressure Method Min. As % = 0.0012 Slope t3ehlnd Wall Heel Attire Pressure - 35.0 Toe Wh = 3.00ft = 0.00:1 Toe Active Pressure = 0.0 Height of Soil over Toe Heel Width. = 6.00 = 12.00 in Passive Pressure = 350.0 Total Footing Width = - 9:Oi3' Soil Density } 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 18.00 in FootingllSoil Friction = 0.300 Wind on Stem Key Width = 0.00 in = 0.0 psf Soil height to ignore _ Key Depth - 0.00 in for passive pressure = 0.00 in Key Distance from Toe' = 0.00 ft Cover @ Top = 3.00 in @ Btm: 3.00 in ' Surcharge Loads Surcharge Over Heel = 70 .0 psf Surcharge over Toe = 0.0 psf Used To Resist Sliding & Overturning Used for Sliding & Overturning Design Summary Stem Construction Top Stem Total Bearing Load = 14,458 bs Design height ft = OAO I ...resultant ecc. = 7.66 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe _ Thickness = 12.00 - 2,290 psf OK Reber Size = # 8 j Soil Pressure @ Heel = 923 psf OK Rebar Spacing = 8.00 I Alkrwalile Sol[ Pressure Less = 2,500 psf = Than Allowable ri Placed Edge ACI Factored @ Toe Deol = 2,911 psf g fb/FB + falFa = 0.873 ACI Factored @ Heel = 1,174 psf Total Force @ Section Ibs = 7,261.7 Footing Shear Q Tae = 23.4 psi OK Moment.... Actual ft-# = 37,728.4 Footing Shear @ Heel = 44.2 psi OK Moment.... Allowable = 43,202.3 Allowable 85.0 psi Shear.... Actual psi = 63.7 i Wall Stability Ratios O i = psi si = 85:0 S 1.06 = Ratio < 1.51 Bar Develop ABOVE Ht. in = 46.80 j Miding Caics Slab Resists Ali Slfdiirig 1 Bar Lap/H66k BELOW Ht. in = 14.30 Lateral Sliding Force = 5,131.9 Ibs Wall Weight 145.0 Depth ' in = 9.50 Mason Masonry Date � fm psi = Fs psi = l Solid Grouting = Footing Design Results Special Inspection = i Modular Ration' _ I Tom Heel Short Term Factor = Factored Pressure 2,911 1,174 psf Equiv. Solid Thick. _ MV: Upward 12,232 18,692 ft-# Masonry Block Type = Normal Weight { Mu': Downward = 2,111 45,$24 ft-# Concrete Data - - I Mu: Design 10,121 26,632 ft­# fc psi = 2,500.0 Actual 1 -Way Shear = 23.37 44.23 psi Fy psi = 60,000.0 j Allow 1-Way Shear = Toe Reinforcing = 85.06 85.66 psi Other Acce table Sizes & Spacin # 6 @ 16.00 In Toe: 11.50 in, #5@ 18.00 in, #6@ 25.50 in, #7@ 34.50 in, #8@ 45.50 in, #9@ 4 Heel Reinforcing = # 8 @ 16.00 in Heel: #4@ 4.50 in, #5@ 6.75 in, #6(419.50 in, #7@ 13.00 in, #8@ 17.00 {n, #9@ 21.5 Key Reinforcing = None Speed Key: No key defined Z F Z �W 00 W W CO) W. WO 9 LL cl)d = W H _ ZIr- Z� W UJ � U N 0 1.- W LLI H H LL W Z U= O Z A20 Structural Engineering J"" L BlInford, PE 21322 47th Ave E Spanati b% WA. 98357 Me: 9 nr. pescripdon : Scope: Job 080e: 1:271 3 OCY 64 «•°K1IU0604293 va8.1.3,22•JmI"9.WkM Cantilevered Retaining Wall Design Page 2 t9e3 99 eNEa �c c \alb structural an¢ineerina \04.06 khan reel Description Summary of Overturning & Resisting Forces & Moments ..... OVERTURNifd..... - -• - ....: SISTIt110..... Force Distance Moment Force Dbtanee Moment last Ibs ft ft-S Ibs : ft ft4 Heel Actise Pressure = 5,131.9 5.70 29,235.9 Soil Over Heel = 8,250.0 6.50 53,625.0 Toe Acthm Pressure = 0.83 Sloped Soil Over Heal = SOreharp Over Tod d Surcharge Over Heel a 356.0 5.56 2,275.0 Adjacent Foo" Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load 0 Stem Above Soil = Soil Over toe = 330.0. 1.50 495.0 SeismIcLoad = Surcharge Over Toe = Stem Weights) s 2,175.0 3.50 7,612.5 Total = 5,131.9 O.T.M. = 29,235.9 Earth. @.Stem Tranai kv* : ReaistlnglOverturning Ratio = 2.91 Footing Weight = 2,025.0 4.50 9,1114 Vertical Loads used for Soil Pressure = 14,457.8 lbs Key Weight Vert. Component = 1,327.9 .9.00 11 Vertical component of active pressure used for soil pressure Total * 14,457.8 • lbs R.M = 85,070.6 r M z J- Z: J- w taar � W � UO CO o (a LLJ J H C0 LL WO U. Q N� �W t Z' Z �•. H O z f-. 25 U� O Ca F: W W O .. Z: w U N O ~� Z a%&= OU UU KUI Crrgureenng Jesse L. Binford, PE 21322 47th Ave E Spanaway, WA. 98387 Dsgnr. DDescription Scope: Job # 1 D `1 5, Date: 1:31 PM, 3 OCT 04 EN�RG�ALC5.1.3,22- Jun -IM WrM Cantilevered Retaining Wall Design Description Criteria Retained Height = 9.00 ft Wag height above soil = 0.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pef Wind on Stem = 0.0 psf Surcharge Loads . Design Summary Total Bearing Load = 5,146 Ibs ••• resultant eoc. = 10.11 in Soil Data " *6 Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 350.0 Water height over heel = 0.0 ft FootingIlSoil Friction = 0.300 Sal height to ignore Footing Thickness = for passive pressure - 0.00 in Surcharge Over Heel = 70.0 psf Used To Resist Sliding & Overturning Page 1 Footing Strengths & Dimensions fc = 2,500 psi Fy = 60,000psi Min. As % = 0.0012 Toe W idth = 1.00 ft Heel Width = 3.50 Total Footing Width Reber Size Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in ' @ Btm = 3.00 in Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Sliding Calcs Slab Resists Stem Construction Top Stem Soil Pressure @ Heel = Stem OK Design fight ft = 0.00 Wag Material Above "Ht" = Concrete Thickness = 8.00 Reber Size = # 5 Reber Spacing = 9.00 Rebar Placed at = Edge Sal Pressure @ Toe = 2,438 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,090 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 7.5 psi OK Footing Shear @ Heel . = 32.3 psi OK Allowable = 85.0 psi Wall Stability Ratios = Overturning = 2.04 OK Sliding = 1.14 Ratio < 1. Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 1,972.7 ibs Design Data fb1FB + faJFa = Total Force @ Section Ibs = Moment ... Actual ft-#= Moment.... Allowable - Shear ..... Actual psi = -Shear .... Allowable psi= 51 Bar Develop ABOVE HL in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting 0.827 2,750.5 8,762.7 10,601.6 37.0 85.0 23.40 8.54 96.7 6.19 Footing Design Results Special Inspection = Modular Ratio'n' _ Toe Neel _ Short Term Factor = Factored Pressure = 3,090 0 psf Equiv. Solid Thick. _ Mu': Upward = 1,423 2,035 ft.# Masonry Block Type = Normal Weight Mu' :Downward = 182 9,149 ft-# Concrete Data Mu: Design = 1,241 7,114ft-# fc psi= Actual l -Way Shear = 7A9 32.35 psi Fy psi= 2,500.0 60,000.0 Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 6 @ 16.00 in Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = # 8 @ 16.00 In Heel: #4@ 9.50 in, #5(c@ 14.75 in, #6@ 21.00 In, #7@ 28.50 in, #8@ 37.50 in, #9@ 47 Key Reinforcing = None Spec'd Key: No key defined Z z �W QQ� JU 00 moo J = H NW W O �Q cl) =W H = ZF l- O Z H W U� O� � F- W LLl. H u. O W U= O F - . Z AAS Structural Engineering TItN _ .446" L. Whf6fd PE Ngnr 21332 47th Ave E Description Spanw ay WA. 98387 Scope ;1 i! Job 6 I ��� S Dab*: 1:28pM, 3 0OT 04 I « 51 31, V«a•1.3,22.J�.1M, Cantilevered Retaining Wall Design Pop 2 (e) Ik ENE&LC c: \alb structural eneineerina \04.06 khan rest Description Summary of & Resisting Forces & Moments meal ACUM Pressure = I,arz.r J.0Z n,aai.0 Tae Active Pressure = 0.67 $urcllarg6 CVer To6 = Adjacent Footing Load = Added Lateral Load - Load Q Stem Above Sal Seismicl.oad = Total = 1,972.7 O.T.M. = 6,947.0 ReeistlnglOverturning Ratlo = . 2.04 Vertical Loads used for Sell Pressure = 5,146.1 tbs Vertical component of active pressure used for sal pressure 0011 war new = c,ow.v ONO 0,090.0 Sloped Sal Over Fleet = Surcharge O%w Hem 18.3 3.08 611.5 Adjacent Footing Load = Axlal Dead Load on Stem = 0.00 Soil Over Toe = 110.0 0.50 55.0 Surcharge Over Toe = Stem Weight(s) 870.0 1.33 1,160.0 Earth C.Stem Transitions r Footing Weight 675.0 225 1,518.7 Key Went a Vert. Component = 487.7 4.50 2,1 Total ■ 5,146.1 Ibs R.M.w 14,188.8 1 z Z, vO CO) J � CO LL WO J LL N C! _,. W. F- O. Z F-. W 2 U. U� O N: Q F- WW LL O, Z. U =: O Z vri � 06 O if SARAJKHAN 24719 43 AV S KENT, WA 98032 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Permit No. 13815 MA ADAM RD S TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Permit Center at 206 - 431 -3670 to arrange for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one -time extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 07/31/2005, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Stefania Spencer, Permit Technician xc: Permit file No. D04 -256 Bob Benedicto, Building Official Z XZ 0 w Q � JU UO CJ) J = H NLL WO U. fA �W Z H E- O Z I- — LUj U� O N o�- WW I•- L) . LL O LLI Z U= O Z I 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 9 Phone: 206.431 -3670 • Fax. 206 - 431 -3665 Y { DY+-Iq 10225 224 ° i St S Kent, WA 98031 (206) 604 2111 ARCO DRYWALL AND CONSTRUCTION FtECMVLeD May 31, 2007 IJUN 11 20071 Whom it may concern PERA4IT CENTER Dear Sir or Madam: This is to certify that the primer used on the project known as 13815 Macadam Rd, Tukwila, WA, was Rodda Paint Vapor Shield 32976, applied in accordance with the manufacturer's specifications. Attached: Manufacturer's Specification Sheet. Sincerely, z Z � J U UO 00" w= J �.. Ca W O 2 �:. J, U- _ N d. U1 Z �.; �- O. z i-- =Y �o .o N: o � W W _ z. Cd co) O z DY+-Iq 10225 224 ° i St S Kent, WA 98031 (206) 604 2111 ARCO DRYWALL AND CONSTRUCTION FtECMVLeD May 31, 2007 IJUN 11 20071 Whom it may concern PERA4IT CENTER Dear Sir or Madam: This is to certify that the primer used on the project known as 13815 Macadam Rd, Tukwila, WA, was Rodda Paint Vapor Shield 32976, applied in accordance with the manufacturer's specifications. Attached: Manufacturer's Specification Sheet. Sincerely, z Z � J U UO 00" w= J �.. Ca W O 2 �:. J, U- _ N d. U1 Z �.; �- O. z i-- =Y �o .o N: o � W W _ z. Cd co) O z y ,Rodda Paint Co. - Welcome Point PRODUC 532976x Vapor Shield PRODUCT DESCRIPTION A styrene butadiene interior latex moisture vapor barrier coating. Page 1 of 2 Vapor Shield 32976 ::sac Basic Use A non- breathing latex primer sealer designed for use on interior walls. Provides a moisture vapor barrier with a perm rating of less then 1.0 when applied to a finished coat of one dry mils (see application chart. Product helps maintain insulation efficiency when applied as specified. Packaging Stocked in single and five gallon containers. Finish A flat, smooth coating. Thinning None recommended. If necessary use water. Cleanup Use warm soapy water for most efficient clean up, Spreading Rate 1 coats @ 212 sq ft/gal = 1.25 dry mils 0.75 perm, 1 coats @ 160 sq ft/gal = 1.70 dry mils 0.65 perm, 1 coats @ 105 sq ft/gal = 2.50 dry mils 0.60 perm.. PHYSICAL PROPERTIES Dry Film Thickness 1.0-2.5 Light Reflectance 84% Viscosity Range 88 - 92 Krebs Units Odor No offensive odor during application and no odor from the dried film.. Toxic Properties Non -toxic as a dry film. Resistance Good Weight 10 lbs. per gallon. Solids Weight 34% Solids Volume 21% Theoretical VOC 115 grams per liter. SURFACE PREPARATION j Wallboard Preparation Interior wallboard surfaces should be thoroughly cured and cleaned of all dust, etc. before painting. APPLICATION Application Method Brush, roller, or spray. Brush Application No thinning recommended. Use a nylon /polyester brush is recommended. Roller Application No thinning is recommended. Use a 3/8" to 3/4" nap synthetic roller cover. Pad Application No thinning is recommended. Use a synthetic pad. Airless Sprayer No thinning is recommended. Recommended using 1800 psi to 2500 psi using a .013" to ,019" tip Application orifice. t Conventional Sprayer Reduce up to 1 pint per gallon with water, Recommended air pressure 40 - 60 psi; fluid pressure 20 Application psi; tip size .0042" - .0045" with matching cap. R HVLP Reduce up to one pint per gallon. Accuspray 24K. 1 DRY TIME At 77 Fahrenheit and 50% Relative Humidity: :/ /www.roddapaint.com /viewpds.asp ?32976 5/31/2007 Z _Z �W JU 0 Mo CO W: 2 H CO LL W } O J LL Q c o S �W Z = F- H O Z f_ U O CO) O H W W' 2 H O U1 Z O Z ,a ; Rodda Paint Co. - Welcome Page 2 of 2 Dry time to re -coat 30 minutes, To Finish: 4 hours Notes One Coat @ 320sq ft per gallon = 68 Perm Rat-In One C t @ 210 ft Il V oa sq per tic on = .50 Perm Rating One Coat @ 160sq ft per gallon = .42 Perm Rating Two coats @ 640sq ft per gallon = .55 Perm Rating Two coats @ 425sq ft per gallon = .50 Perm Rating Two coats @ 320sq ft per gallon .30 Perm Rating Disclaimer - All technical advice, recommendations and services regarding this product are rendered by the Setter gratis. They are based on technical data which the Seller believes to be reliable and are Intended for use by persons having skill and know -how, at their discretion and risk. Seller assumes no responsibility for results obtained or damages Incurred from this product use by Buyer whether as recommended herein or otherwise. Such recommendations, technical advice or services are not to be taken as a license to operate under or suggest infringement of any patent. Last modification made on: 4/18/2006 8:52:03 AM Rodda Paint Co. Corporate Office: 6107 N Marine Dr., Portland, Oregon 97203 Regional: 3838 4th Avenue So., Seattle, Washington 98134 Z f LU � J U: UO CO) O LU CO LL W O �J U_ Q' = F. W. } Z F— O Z F- W �p O � D H w F=-- U lL 0; lIJ Z U N; O i.. Z • 07 -03 -2006 SARAJKHAN 24719 43 AV S KENT, WA 98032 1 of J .t ukilY fla Steven M. Mullet, Mayor Department o, f Community Development Steve Lancaster, Director RE: Permit No. D04 -256 13815 MACADAM RD S TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such pemut is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspektion; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must he in writiut? and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 08/26/2006, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, e if& Ma shall, t Tec ician xc: Permit file No. D04 -256 6300 Southcenter Boulevard, Suite # • Tukwila Wash inoron 98188 • Phone: 206-431-3670 • Fax: 206 - 431.3665 Z iF- W JU UO U) Q co W J F- �W W } O �J ILL NCY = a F- O Z I— W LI J gy U COX O- 0 !— WW U LL O .Z W U N H � O Z GHq V�l� W � ci �s G�r'NG EN0414; . Dave McPherson City of Tukwila Public Works Department Department of Community Development 6300 Southcenter Boulevard Tukwila, WA 98188 RE: Submittal of Revised Drainage Design Plan The Khan Residences Development Permit Application Nos. D04 -255, D04 -256, and D04 -257 Our Job No. 11217 Dear Dave: RECEIVED r:ITV mr'v94" - A OCT 2 6 2004 PERMIT CENTER Enclosed are copies of the revised Sheet Nos. Cl and C3 of the Khan 3 -lot development project. These plans have been revised to eliminate the originally designed wet vault for the project. You might remember that you and I discussed the allowance for eliminating the treatment portion of the facility from this project. This project no longer proposes to install more than 5,000 square feet of new impervious surface subject to vehicular use and, therefore, does not require a water quality treatment facility. Therefore, we have provided a slightly revised detention vault that is the same length and width, but without the 4 feet of dead storage. The detention volume calculations have not been modified since the live storage portion of the vault remains the same. Since we have only revised a few pages of the Technical Information Report, we are enclosing only those portions that have changed. Please approve these plans as soon as possible and let me know if you have any further questions. Respectfully, Hal P. Grubb, P.E. Director of Engineering Services HPG /tep /ca 11217c.006.doc enc: 4 Copies of Revised Sheet Nos. C1 and C3 for each permit application 4 Copies of Revised Portions of the Technical Information Report for each permit application cc: Saraj Khan, American Canadian Real Estate, Inc. (w /enc) Gov -asp 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -6222 (425) 251 -8782 FAX BRANCH OFFICES ♦ OLYMPIA, WA ♦ TEMECULA, CA ♦ WALNUT CREEK, CA www.barghausen.com 0 0 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES October 26, 2004 COURIER DELIVERY Z W � D UO N J = H C0 U- WO �QQ ~ U. CO) d = W Z� f- O Z F— UJ �5 O CO) WW �Z w U= O Z 1906 September 21, 2004 r. City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Saraj Khan 24719 43` Avenue South Kent, Washington 98032 RE: CORRECTION LETTER #1 Development Permit Application Numbers) D04 -255, D04 -256 and D04 -257 Khan Residence(s) — Lots 1, 2 and 149 Dear Saraj: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Public Works Department. At this time, the Planning and Fire Departments have no comments. Building Department: Jim Dunaway, at (206) 431 -3674, if you have any questions regarding the attached memo. Public Works Department: Dave McPherson, at (206) 431 -2448, if you have any questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation, for each permit listed above, be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made its person: and will not be accepted throuFlt the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, 1 Stefania Spencer Permit Technician encl xc: File No. D04 - 255, D04 - 256 and D04 - 257 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 a Fax: 206 - 431 -3665 Z '~ w JU U O . CO co w J = H N u W O La co c = W Z �-- I— O Z UJ �o U O N WW LL O ui Z N P� O Z BUILDING DIVISION REVEIW Date: September 04 2004 Project Name: Khan Residence —Lot 2 Macadam Road South Application #: D04- 256 Plan Review: Jim Dunaway, Building Inspector A Building Division plan review has determined that your plans need to be revised. Please address the following comments with applicable revised plans, specifications, and /or other documentation. Please submit revised plans as follows: 1. Your plans reflect both the UBC and IBC. The plans and any associated engineering must correlate specifically to the IRC and or IBC. Please remove all references pertaining to the UBC from the plans and engineering. 2. The structure as designed under the IRC (section R- 301.3) is three stories not two stories plus a basement. Please provide the supporting engineered calculations for lateral and gravity loads and change plans to reflect three stories. 3. Your plan sheet A2.2 references UBC seismic criteria for concrete placement, and instead must meet IRC section R403, D -2 seismic criteria for concrete placement in footings and foundations. Please remove all other A2.2 references to UBC tables. No further comments at this time. Z �Z o'~c 2 D JU U U 0. CO LU J = DLL W LL �d �_ z o. ZF- LU Do U 0- o f.-: WW L o ui Z o� z CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS z 'F w DATE: September 9, 2004 D. UO PROJECT: Khan — Lot 2 J W. 13875 Macadam Rd. South w o PERMIT NO: D04 -256 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you wa Co D w have any questions regarding the following comment. z F-- o' z �- 1. Verify that costs shown on the enclosed Permit Fee Estimate Sheet, include one -third (1/3) of the total cost for all work. Specifically, all co Retaining Walls, Driveway Access, and the Private Storm Vault. o ZU 2. Your plan shows driveway grades at 20% in some portions. Verify that U_ o Fire Department has approved this grade. The City Standard, is that no w Z driveway grade, to be greater than 15 %.: 0 z July 29, 2004 1 city of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Saraj Khan 2471943 d Avenue South Kent, Washington 98032 RE: Letter of Incomplete Application # 1 Development Permit Application No. #D04 -255, D04 -256, D04 -257 Khan Residences — Lot 1, 2 and 149 — Macadam Road South Dear Mr. Khan: This letter is to inform you that your application(s) received at the City of Tukwila Permit Center on July 20, 2004, are determined to be incomplete. Before your application(s) can continue the plan review process the following items need to be addressed: Building Department: Ken Nelsen, at 206 431 -3677, if you have questions concerning the following: 1. Engineering calculations and plan details are required for all retaining walls over four (4) feet, or supporting a surcharge. Please address the above comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sinceerreelly,,✓ _ Stefania Spencer Permit Technician Enclosures File: Permit File No. D04 -255 D04 -256 D04 -257 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 Z �Z W � D JU UO NO CO W CO LL W O u- N = W Z f.. I— O Z H W Uj � p. U ON O I—. WW �O U O Z PLAN REVI BIV/RD U T1 N G SLJP ACTIVITY NUMBER D 04 -256 DATE 10/26/04 PROJECT NAME Khan Residence SI TE AD D RES& 13815 Macadam Rd S— Lot 2 Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter# X Revision # 1 Befor rmit Is IssuE ._ DEPAR MENTSr Building Division ❑ Fire Prevention ❑ Planning Division ❑ Public Works U- . Structural ❑ Permit Coordinator DETISItMINATION OF COM PLEMN ESS (rues., Thurs,) DUEDATE 10/28/04 Complete d Incomplete ❑ Not Applicable ❑ Comments: Fbrmit Carter Use Only INCOMP LETTER MAILED: LETTER OF COMPLETENESS MAI LED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials TU E11TH U RS ROUT G: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS DATE APPR OVALS O CORREr,TIONR Approved Approved with Conditions❑ DUE DATE 11/25/04 Not Approved (attach comments) ❑ Notation: REVIENER'S IN ITIALS DATE Fbrmit Center Use Only CORRECTION LIE TERMAILED: Departments issued corrections Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials Documents/routing dip.doc 2 -2"2 ..: ..__r:_ .......:....:....: .n.«.�.:r:.- :::.:;�:.�: i._ .,. i�t✓+.-: �-: i :a.,.i.:,t«.i,.�..���..:.:..::. L: a :..e;...4wr..:wa.i::r.� ++.�wu -• ,«.: �...a'.a..,.i..:. ..�.:+.rn.�u�.c.�.�.». .. a. w.+ R+ o,. l+.. w� .fnl«s..s.awiu:i�c.::a.Waii.4w .+:.L:.+...� ..�+.xd...::+:ti�kSiim.: z �z w tr 2 D JU UQ N C0 W J = U- 0 u— N C! =W z� �O Z I- 25 U O. ON OH WW LL O w z bF O z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -256 DATE: 10 -08 -04 PROJECT NAME: KHAN RESIDENCE - LOT 2 SITE ADDRESS: 13814 MACADAM ROAD SOUTH Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # afteribefore permit is iss DEPARTMENTS: G 10 -4 -0 4 Buildin iv Sion ® Fire Prevention ❑ Planning Division ❑ Public Worksn`M�� �0 -Z� Structural ❑ Permit Coordinator 4 0 DETERMINA N OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Comments: DUE DATE: 10 -1 2 -04 Not Applicable ❑ Permit Center Use On /y INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS tTING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: DUE DATE: 11 -09 -04 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc PER C O O R D CO 2 -28-02 ❑ No further Review Required DATE: Z z� '~ w D U NO C0 Lu J = H S2 LL w ur = W f- O z !_ �j U� O� 0 F—. wW x u. 0 z UN P F =.. O z PERMIT COORD COPN' PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -256 DATE: 08 -19 -04 PROJECT NAME: KHAN RESIDENCE - LOT 2 SITE ADDRESS: MACADAM ROAD SOUTH Original Plan Submittal X Response to Incomplete Letter # Response to Correction Letter # Revision # afteribefore permit is issued DEPARTMENTS: Building Division Fire Prevention ❑ Planning Division ❑ Public Works 9tructural E] Permit Coordinator DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 08 -24 -04 Complete Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TOES /THURS ROUTING: Please Route M Structural Review Required ❑ No further Review Required ❑ DATE: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS Approved Notation: ❑ Approved with Conditions ❑ DUE DATE: 09 -21 -04 Not Approved (attach comments) V REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping ❑ PW Staff Initials: 34 PERMIT COORD COPY Documents /routing sllp.doc 2.28 -02 z - Z '~' w � D JU UO CO Lu U. WO U_Q Nd = uJ H- _ z� �O z�_ W v ° _ off w W HF_ �O •z W CO O z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -256 DATE: 07 -20 -04 PROJECT NAME: KHAN RESIDENCE - LOT 2 SITE ADDRESS: XXXXX MACADAM ROAD SOUTH X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # # after/ permit is issued DEPAR /�K D � Public Works FirMvent on 2 Structural ❑ &A---, -,n>-6y Planning Division Fil Permit Coordinator DETERMINATION OF COMPLETENESS (Tues., Thurs.) Complete ❑ Incomplete Comments: DUE DATE: 07 -22 -04 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: 7 -Z LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg �r Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing sllp.doc PERMIT C O O R D COPY 2.28.02 DUE DATE: 08 - -04 Not Approved (attach comments) ❑ z z �W l�l JU UO CO J = 1— U) W WO W? CD d =W H O z F_ LLJ5 U� ON off WW LL O •z W 0- O z City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: httn : / /www.ci.tukwila:wa.us Steven M. Mullet, Mayor Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: l0 '7_ Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued D Revision requested by a City Building Inspector or Plans Examiner Project Name-. /&S/ QC'k? Gy- Project Address: AJa ca r)jri >/) Lt- -kj Contact Person: P l avl,c, b Phone Number: // Summary of Revision: r I 1 r ��PCt l yA� Il a r i `� U t �Q d e- - h 0 k4t O Va L14 RECEIVED nrry OF TI IKWII n OCT 2 6 2@04 PERMIT t.; rr Sheet Number(s): (I / 4 U3 O 5 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: L"ftJ Entered in Permits Plus on d O 6 � \appl icationsWorms-appl (cations on Ime evislon submittal Created: 8 -13 -2004 Revised: L. ^, �.. ��� .,. �.:;' .'. {. � :' '-.,':;iz.� "!I• ^.r:,�;;;5,p'S.: . e:• t: l:. t�:' 4.r✓ n:... a. �n.++c+{ ti,:. udiN. s' �.: n' t.t;» �d. a.:he[ ':ui :w<:;Nn.:[. l:: ira�r+�:ar:_w�x«r , k JV i+ 4:/ k. i' r:' a�lfi5�ii:. �^ %w:;.ti�v:�Jilsgiibi:�:.�.+.x �.... �, ...._.,,. � .ni.i. v., w.r.. +w ,.......'..... rn. y+.; . ;., � '+i.,:.•n:. �, t ^ "}°i`ra`f.G- :?.a�1:io z �Z '~ W t 2 JU UO 0 CO i✓ U) u. WO Ei LL Q N D. = d �. W z !•- O z F— W5 U ON ' D I- WW ~ H LL O W z V= o f z w. City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ht(p: / /www.ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: m0 0% O Plan Check/Permit Number: ) DO 4 �❑ Response to Incomplete Letter # �J Response to Correction Letter # fJ ❑ Revision # after Permit is Issued oF TI K Revision requested by a City Building Inspector or Plans Examiner OCr 08 p -I�RMl FR Project Name:_ lL K'b% - f , ) Project Address: Contact Person Off. &-t� �' \JV Wone Number: Summary of Revision: ( 2 ) L C-, s ( A -) C-,v vv%- 1PL,C --Ir f >- R — C W N - t - V LU Cr S G 1J 1V--- O ary IZL s �a vin �rCC Y� V LS t t 1 4S AS " 21 A ,- `5, 2 Sheet Number(s): 2— "Cloud" or highlight all areas of revision inc uding date of revision Received at the City of Tukwila Permit Center by: .54S UK Entered in Permits Plus on 4—e -aC_ applications Worms -app I ications on lin6revision submittal Created: 8 -13 -2004 Revised: Z ~ W -3 U U U J = H LL- w J LL- Q N 0 �w Z = 1--0 w ~ w U ON D H Ww W O Z lli U= O Z City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: hyR: / /www.cLtukwila.wa,us REVISION SUBMITTAL Revision submittals must be submitted in person: at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ��� Plan Check/Permit Number: `�-- 2SK,::p ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: /ft1 MGnowey 1 Contact Person: ,Q-�/�5 -tall/,IOL1,6eF Phone Number: Summary of Revision: X L AUG 1 --'"Ju pepwlr a ft Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: [Entered in Permits Plus on Sal p -o rb \ appl ications forms - applications on Ime evasion submittal Created: 8 -13 -2004 Revised: . \I .•2i. �w" + + >d;.:s�;+ ditir;,,.: t'.,;::,.:.s`L{:wtir . u` . Gy_ ti, � \'Y.4;.+:9�,i.,4SiiS,3 ��i+� ?i :' " aFE. r,C #u+..i'n+ �Kww^si.i�..- n.�z ?i �.'.. 4.' attrstyaS. e. R: R` tbri�zlr+ icw" J?+ iu" U6JtFN��i+ a?: xfia++ �. r.✓ Stf F? it: �u 4 3 ad�Jiw. e3iki .tii;:da z }�— Z �w QQ� JU 0 y0 J f CO 1L w 0 J. LL Q ND = d �w z s F— O z I— �5 VO ON O I— wW LL 0. .. z w U= OH z X Certificate of Sewer Availability OR ITV/V 0I8III6641 f / \VYM VVNN/ P.O. B 69660 Tukwi. WA 98168 Phone: (206) 242 -3236 Fax (206) 242 -1627 ❑ Certificate of Sewer Non - Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: 0 Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: 0 Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: C 4 . ,,, SCI j 4 d Phone: ,� 6-3 — 6 S' — 6 `t g Property Address or Approximate Location: Tax Lot Number: Legal Description(Attach Map and Legal Description if necessary): c/ �- o toFjr, �, � pF9 2 � boo 4 4 Part B:. (To Be Completed by Sewer Agency) 1. a. Sewer Service will be provided by side sewer connection only to an existing � size sewer 40 feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ a. District Connection Charges due prior to connection: GFC: $ 75V 5 � = SFC: $ _ / 7062 ' cam UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $1867.54 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: ❑ Required ❑ Maybe Required c. Other: v I hereby certify that the above sewer agency information is true. This certification shall be valid for one year fro date of signature. e4' /�� Title Date 10 S Z W a� �0 00 CO Lu J WL w 9-1 U. ¢ = F w Z F- f- O Z F- W w U� ON Q H- W W LL z ui CO z e S ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE. OF SEWER AVAILABILITY /NON - AVAILABILITY The following terms and conditions apply ' to the attached Val Vue Sewer District (`District ") Certificate of Sewer Availability/Non- Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ("Property'), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, Cily of Burien and /or City of SeaTac.-This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. - As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be ! extended by the applicant. The District makes no other representations, express or implied, j including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4'......• If the District.or the applicant must extend the-District's sewer system to provide sewer service to the Property,, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject. .to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge that I have received the Certificate of Sewer Availability/Non Availability and this Attachment, and fully understand the terms and conditions herein. Applicant's Signature { 8953910011270798.01PSY6011.DOC (1/26/04) -1- C� b Date i i+ Z ;= z �w Q � J UO CO CO W J= H T LL w 95 LL Q rn 2 �w z F- O Z�_ w � o U o� wW LL O ui Z U= 0 Z w'" "" s� CERTIFICATE OF WATER AVAILABILITY Required only If outside City of Tukwila water district PERMIT NO.: r 4 '. , .t abl .y . n•. Y' S+v 7P"S %nnt q 1pu { �7 i I b rlttx�,1Rt�i.��i�ftic�l; I PPgCA1 .1 Site address (attach map and description showing hydrant location and size of main): 1 '� xT h' D Name:; J)yit 4 K M A/ Name: Address: y Ll � 1 9 LA - .z,- /Z b 4 Vf- 1<)W Address: Phone: o Z Phone: 2 s &Li of( This certificate is for the purposes of: CS/ Residential Building Permit ❑ Preliminary Plat ❑ Commercial /industrial Building Permit ❑ Rezone Estimated number of service connections and water meter size(s): ❑ Short Subdivision � C3 Other t")'n ��/V� D J t I f' , Ul, Vehicular distance from nearest hydrant to the closest point of structure is ft, ` Fg � Area is served by (Water Utility District): .� N Owner /Agent Signature Date 1. The proposed project is within 2, CE o improvements required. (City /County) 3. The improvements required to upgrade the water system to bring It into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheaf it more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 1 4 8 gpm at 20 psi residual for a duration of 2 hours at a velocity of "i fps as documented by the attached calculations. 5. Water av 'lability: Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item B -2 are met. ❑ System is not capable of providing service to this project. I hereby certify that the above information Is true and correct. 4 n�o Agen /Phone / � 0 - 2 41 Z _ R 6"q -7 By Date (c ~� This certificate is not valid without Water District No. 125's attachment entitled - Z-) - (rS "Attachment to Certificate of Water Availability." Y �. r`Iii� S d )f'; ry!. ^ '1)#' -7 N' « g !. ;xrr�..m ..ti :' A� .. a �.. - , . w .. ...�. ; . .. - cr...,. w�.nwa+,vsam, 8711;'+ "reA,flt,�}r a.s., •..�n:v�HT 'Oz)r CITY OF TUKWIL4 Community Development Department Permit Center 6300 Southcenter Blvd., Sulte 100 Tukwila, WA 96188 -- Permit Center /Building Division: 206. 431.3670 Public Works Department-. 206 - 433 -0179 Planning Division: 206 -4 31 -3670 Z 4 -w JU 0 to D CO W J H CO LL WO J LL = C0 a = W ZF l— O Z l— W W U O- 0 F- WW H� UO .Z W U= O Z ,ti ` :S ; ' Detach And Display Certificate ' r •ti , Y' r' td• .y_ it _ �r: "•.' a - -tY :�1f's � `tI4 }� •�,,,. •�.� .?•. � +i` ..x�t ? ;•.ti::'�..�' r .h' �.a. �7i'/.."'r�' 1' ra" %r...a" • ..t:•C • ..,3. Yr �:i.�7'•CT . .!:."i . "a °,�s ;•::` '.:w.'•'. j • .•AL?' ,•J::•4.-- . ; . :� .s. • •'4C' `.:-0a.- qp..,�: -° :1t�i'•r•.�., .r� r �.i: ^ \• }. ..r ^'r.f.� �'t`:�..'^C. " + +]' '-? !. ».'�:• *rr •r,�y..o :i+....;X N' _1.i •i•: 1J�- •7 :'r. _ ,a. �} •:�.�; ...,'1• .q. .mot:•;::. Y • i� 1 ' Z �Z W � D JU UO W= W O g n . N d = W 1— _ Z F.- F— O Z 1-- W Dp U O N W W - O 11J Z UN p _ O F.. Z r I ._. .. _ -. _._.. . _ .. .• _ . — w•aw ,rt•... "...r . r.•a: ...w- sa -._ , .. .r. • . -. wna.w r- ..wrL r•+. w•ww•: Na. a• .._Lawc f. .. _.....ti .vs++�a.Nasr�f�.- ..- .•�lM,..•...rM.. baJl��Yl/ww. ••.`. o e.rM - i•raa•. •.n .Y.l+tblr►.►AY..a•. ...mss. .•—•.• mow. N ..• - . _ •. •• •.. .... .mow... .. ... _ _ S 6625 5. 140th 5t. Wte 8 -1015 KENT WASHINGTON 48032 (425) 656 - 0500 • FAX (425) 656-0501 ronhovdaorchltectacom 4 REG - _ TOR- RONNO'VDE STATE OF WA91MTM RIOT • G`Is rtly rt!!I MG t o A T I O N S all ebtx•vTettoly not Ibt•d A E B R E V ; ��, , PROJECT INFO ' s_ N ' ' r j T OWNER INFORMATION As. ANC�TOR BOLT ID: INSIDE DtAMETETZ % > 1 NEW RETAlN!N6 WALL i �, L ACT AcOUSTW^& GZ?EIN& TILE IN-4&. IlZrUATION >' r f t APP. ADOVF FIW%M FLOOR !NT. LW*4T 2 x G G° Y CO G CBOT E SERA) KHAN ` k ri A6W A66REWE '" l % ! EC EV/A TED DECK _ ; .• ! ; ��, '+ � , � AL. AUAMW JNL JANITOR ;` ;' ' EXI��TING _ � \ �� / � 1��j `� : , 360 NORTH 15t AVENL E ALT: ALTBZlIATE .Art. JOINT _ _ _ —� ! 1 • ; 4' ' KENT, WA 88032 1 ,•` • } , , AFFROX. APFROXIMtATE isT. JOIST ! ` : f f) ; J ` •� I . `' f �} s 1 AA". ARGHITEIRRAL % � CONCR ETC C)t GRADE STAIR ., , f 4 �• KIT. KrTGIETr � --i „" � � ' -- ' j � � -1 W. BOARD / �, �� � , { SITE INFORMATION N • � LAB. LABORATORY C �` — — - •i , +' ; 1 ;' ��; '�.;, PARCEL NO.. 322420 -0010 E 13821 MACADAM ROAD S. : LAr c�c LAMATE H OEM [AV- [AV- LAVATORY SITE ADDR .` ,-r e�oT LT. utA+r � r _ _ _ _ _ _ _ _ .� _�, � `' � ^L- j � I � '� �� � TUKWILA, WASHINGTON 88188 > l I ,z � ovit V XT M L ZONING: LDR ; a,t ; �, I - BDR BUILT K AYS MEM MEMBRANE ROOFt86 .ltl / / bit H H c.L WORM Jr. M� E 'er � � � � ,�) �1 � / BUILDING SETBACKS (MIN.) . CL& Call.11 b O UJ*. C.AU.KIN'i HN NTJR4114 I � �, i ��' t . ,- �) +� W ut LEAR MSG. I'TC9GQJJIfEAlS 1 t /, ' / c ., t i I V l� t ,. - ' s! r FRONT_ 20 FEET Mo. MASONRY apertrrb i I •S t / r p A ` REAR 10 FEET W eGa.� otru�TE MIA�oNar UNIT M L METAL �� ��, I e • - r - � ;p SIDE - 5 FEET GONG. GONGRETT: Ml<. Ml1LLION I ! I !• ` - _ Z coal aMC-GTIOrr � � - �• 1 '�- 1 3� O ' O � -./` � • ,,- W GGFZ'sTR. GOILrsTitUIGT101r N H,G. HOT R! NTRACT t-� . 50 I •� �' `' LOT 2 AREA: 5162 SOFT, a Cc ' G TILE �. NIRBCR I ! i MAIN i �}$;' (�;J i ��� F { BLDG LOT COVERAGE: Ipbb 50_ FT. (20.65 %) 0 WOK "OHNAL NOT TO SCALE 1 i T TOP - , . r im T7E6R� 1 57 50 I j \� W DP. ORAKR�Ks fOUTZTAIN OL. ON GFliTlTt NSW RE�IDENGE , ,� ,:, _ oa OK OVERHEAD E N aTEs D". PIASON L O .P. O1J15IDE DlAMETT°R \ \ ! . , , 0 DIAMETER V DOr OFT - OFENa>6 �� �� ; ' � , � � � n CODE . 2003 IBC (WASHINGTON w DaI�SPOUr � SITE �.i •. ••, —_ •� -, � •r ►.,: •, � � � "'6 PICT. FRE�AST \ --�� _ `- - • _ `'i ''` ± STATE AMENDMENTS - 1 - I - 04) J E EAST PL. FROFERTY LIFE I - 7 - -- • - - ` - `� 4 CON5TRUCTION TYPE . ,■■ 0 (11) OKISTINS PJ.AML FLASTIG LAM?IATE 1 ; ' 1 ,• ' EA, EACH FTJlS� FLA5TER - - _ -- - -- , r + S OCCUPANCY GROUP . R - 3 t:.,l. �AITSTON JotNT PLYMp. FIYHOOD '� _ . , � � ~ . �• -- - � � _ . •• ` � r E IFS EXI9ZIOR MATION AtZD PR PAIR ' - - -r- - _ `_ _. . _ _ a • 1 +..� FLOOR AREA mi Flk5H 51'�v7@4 I \ ` i - -- \ + I I 5EGOND FLOOR 1,021 5 Y 1 I .. , ` AW. DE=FINITION . ' EL ELEV. ELEVATION Q T. d,ARRY TIL 1 '� } C ._`_ ` �, _ _ ! _ . F IR5T FLOOR 1 ,011 5.F. I1. a7 af:G. aEGTRIGAL i ) r i 1 v i j ><v 8"ATIOII R RISER : Q � � '• ' ' � ' - � � � �' � I ! 4 I ! 1 1 ` • BASEMENT 284 S.F. a Em EMBRo GY RD. Poor DIVAN : ` ' ) ` f . . ' ! - i 1 EWA. 84CLO -qw RES 14943t T O <'' _ I HEATED TOTAL 2,322 S.F. EQ Sam TZAR.I662ATOI2 r: r I ' i� wTE 6aLI! EQMtW ftEtf•. REINWRCED �: Ep R E GARAGE 660 S.F. ••J sn EACH HAY R� ID. D c c - -E R C4 ;tipLtANC i PORCH 32 S.F. F� T3ELAW NAT@t CDOLM 04 ROOM BUILDING 1 ! .1 BACK L INf= - i= � � CQD 1 z .EW. W A � wo. IZa*H OFEW* PROJECT INFO AapOE'•�F� Z if eemicid s 50 UF" N0 s dS tD tfo $Mpe NEW RET/1 WALL °f w k Without PrfoF aQprmW or � PlumbftV HEATW? TYPE: GAS FIRED FURNACE (OTHER FUELS) N�4 � ` FA FIRE ALARM S C# W. SG SOLD GQ� Gas �n F.D. FLOOR DRNN �-�+ t*k�yila 8nBuilding app, _ FDL. FIRE DEPAR11ENT GOWC 5£417. 5EGTION NOTE: ReVsiom win require a item plan submkW FM FaMAWK 5F. SGINWE FOOT and � � � SITE PLAN - LOT 2 T 0 FF. FIRE EXT>r�Tt� SOT. SHEET Cry Of T ukv�q , , _- y , Tuk�`�i1 ��1 FF-G. FM EXT1t15919N R CAODET SK SIMILAR D 5GALE: 1 = lo' � I• MW ING D MMCW FF. FLN SH FLOOR SM. SFEiGFICAT10N M. FAZE HOSE cABITET 5Q_ OR � 5a VJM - FOL FIK5H 55_ STA•lJ!SS STIL FL FLOM LOG LI!E STA66. ST AND A RCHITECTUR AL 5TH S ENERGY INFO I� _�`�'� °E OWN E R /C ONTRACTOR SHEET I N Q E X Rv FOT�ATRW sTL 5� COORDINATION NOTES F .0a FADE OF BRICK sTm STial nft#L THE FOLLOMIN 7 NOTES 5HALL SERVE AS A GUIDE TO THE COIMACTOR TO VERIFY EACH CAA, WMITION 6TIER THE PRODUCT MANFAGTiIRER OR 5tMIER, A!V /OR LOCAL . I)RISI GTIOMS ARGMTEGTU2AL - T#E ROt�f01/DE ARGFdTEGTS LW (425) 656 FT_ FO Fat. FAGS OF GoN<;IVE� SusP LAVED T TI _ _ _ FOR THEIR REGLOOIE tS PRIOR TO W"TTIf* A W TO THE MIER OR PROCEEDING KTH F.S. FIR.L SIZE — — - -- - - -- GS GO'VER SHEE OR FffT TR TREAP FT6. FQpiII�Cs T t 8 TOP AND BOTfOH �T�' TI¢IR t''i0RlC. CIT1/0E EutL -RIOR aEVATIoea GT_AZINC� AREA Sb OF F! c Y`f2 Ih.4E1*� Ftmt w SEGTION LETTER � Et"ATION LETTER TIE ITEMS OU"W BELOH ARE NOT WENDED TO BE AN I�d�t611VE ANALYSIS OF ALL TUKWXA op FurBtHl>f, TER. T woe * R seaElEr _ __.�— _ — - - IN IDENT� CZWOHY R OR �OOMO AW S IN RATHER TO SrFVE THE C sT►�ur ilore Ora A2.1 �At � AND FRArnr> v PLANS ... Q C T d 8 ZCGt BE6110 06 POW A1.1 FLOOR PLANS _ 0-0 A22 STR K-MA _ NCTES. TABLES AND SaEIMILM 6A. 6Ai E TW_ roc INTERIOR B"ATIOW VERTICAL GLAZING U - VAI I f.' . !. REVIf�i NN�IEAGT>>RHtS PROGIGT LITERATUZE A� 6ETERAI NDTES FOR LkStALLAtION 6ALK 6 ENER a�D T Tom& S H" A TTO!'r L.ETTt�R 1N5TTUGTIO06 MOVE TO THE FRO,EGT C ?%TWTION TYFT AM EXTERIOR ELEVATIONS �TCemm 69ZfRAL CONTR/IGTOHZ OVERIEAp Gt- Atl1'1(� U -VA! �� I}-O �i� 6L 61LAS& DETAIL: A WAG EGLWI W AND DUCT>I'16 A32 BUILDING SECTIONS 6R 6RAVE A4.1 AW"TEC1U AL DETAILS uox L1�tEys aT NOTED � DIrTAt1 ntEet B ALL E7QIAI5T FANS AID DIIGTgrG G. RECE"AaE 80 5 t1F_ t_v. ELEFT10W. ELECT Pu , t'i'IW f ' YF '' � N' >�R [aUOf U- VALUE : U-n 7p T A5.1 STRUGTI,RAL DETAILS - FOUWATION a bYP. 8D 6YP�180ATtD VGT VNYL GQ••IOrTlou TILE HHa HOSE BHT�B VIER V FY — 2. COORDINATE MTN TIE FOLLOI�i & UTILITIES A�7 COI•TFLY KTM LOCAL J.4tl`�D'.GTIOftk A5.2 STRUGTIRA _ DETAILS - FRAK. 1 � [ � LElLP45 R VALUE "OLLON C 4 HG. G1M VgxT. VQtTKJ4E m V OOR KR' " L Eti. EM !�INE�E1t 5 TUG PAMt.Aff W - Km PARDY17OD ~ NEST T h NW" TvWE G. GABLE W WILITY 8 Iii. w NTH SLOPED C,EIL[W -7 R -VAT 1 V: R -30 � ELEVATION TA6 D! POh1FR Uf1ITY VAULT SENT- EASFNEHTSJ RK HO L LOK M TAL "L_ KNIE Z t_DWF SHAT LAYOUT OFSW6kAT101T — _ — - - — E. TRASH S VICE : HR MAR MD. MOOD � VE31 NIEER � Eievl►r.ON IKALL R-VALVE - !; _7! F. HATER UTILITY: b Hr WAT141 Kb TlTtia=r S+a:Ft N? �R f 3. TIE FOLLOHM ITEMS SHALL BE � DE96N STSTEH- TW CONTRACTOR SHALL 5 HvAG & ' Q CA 6��'Er1EJ•TIDK AND 3. (OVER IW >TT"WD SPACE) R -3C) PFMWE A COl�PLM SYST04 TO TIE CI*ER AID ea Wi VEPARTmM. IMIOH �� GatwTTON� IL GEKI�LH�E GOI"PLIES NTH ALL ,>vRI�,O1Gtl0!tAl RIO � REO�v) 4 It PLATE VICINiTY SAP A. MIX* 5111: EiEGtRK.AL 3 ASSOCIATED SYMBOLS LII� - ���` ED". �`°� �� " � - _ _ B. P,AGSY SYS - t = a G. PLIE'�s SYSTEM - f 2 �B I �� Gam` _ D. STTc BMW" SYsiEM ' SCAB ON 6RADE R - 1 HHVAGStsFiY � NO DATE pESC,WPTION GeRFR lr'E P@I GO"itOlR L W� VW � 1 CHAPTER 6 - KFIL! 'W-5 FWSCR:PT:VE REaAREU'ENTS - LAY4"ACAMSTIC,AL 1 / 1 � <?I TABLE 6-t (OPTS: a - t*1LI%*TEV CAAZIN(7) � '': i!_J E�GST�+If G•f7rrdkst L�HE ,'� �tE1/!� ^ r . r. r .• ..- H Gt3Llifs T LE 2 x 2 L O fi � i t A� LEGAL DESCRIPTION S - � �Tt Futristf ;�' 1lill!!W �i t iD lffOfS dfld OII>R t T I� TAR 4ORTW V1E5% J6TSO'� � c IWtl Il NI doc�I Wft dons not audwft OJEC PROJECT , • . - --�- -- A-- anr adopwd Rod. aradrrrloa Recle�t T L,►,r- � AG4IS�IGA� A POR TION Cf TpF NE 114, 4. ACTION i5. ofmp� o �adalowie�e� IN G ILM TEE 2 x 4 G '� s FLU�Iafsce�TrlTxruZE C!'Atr6EIIiB.EVAflO!'f TOf�fIP 23, ecru QANiG - E c CAST, Pill- STS T2 a► NOTES %WAa P%X% ED I WEC.E56 ; gos 5+611 6gARWG 5 WE S WOOF SLOPE alExC no% Aft D04 �* 14Xr- E w BATTBZY BACA2P Oft t,o .�` B�6ETIGY LH6 RSCE?56 ? >< ? 0 W BAnY Y I�YJrUP RC"� FWgW • VRAM We KT> Ork SHEET NO el lG COMM j ��►� VftLwGV By, t-R VATEf IflaiD4 c s I ti 6UTTER PER RUN DOUNSPOUT DOWN OYNER TO LONER ROOF 26 GA STEPPED FLASHING AT ALL UOWN�.�POUT PER ROOF/WALL OMER (05J INTERSECTIONS r' INTERSECTIONS pS -- 1 . 0 1 -- ------ --- - - - --! - ;; - --- -- - --- -; I -- -' -- ' -� - - -, `-- -if - -- 1 I ! 1 I 11 !1 1 1 tl 1 ' 1 1 11 i t 1 ! �� � �E t ! ij 1 • 22'x30" ROOFING PER ATTIC OWNER i s ACCESS 1 1 rr _ I t. L_J 1 1 I -? r I , L______J ; D5. L�l I. ALL ROOF 5LOPE5 6:12 UNLE55 NOTED OTHERWISE 2. ALL ROOF OVERNAN65 AR 18" UNLE95 NOTED OTHERWI5E ROOF PLAN SCALE 1/4' = I'-O' Ail n" i 'IL 41' -0" FIRST FLOOR PLAN SCALE V4' = 1'-0• r 41'-0" FLOOR AREA (as defined N i 13G)• i0' -21/2' (25) RISERS AT . OPENINGS IN GUARDRAIL SHALL NOT ALLOW A 4' PIA. 5PHE ABOVE STAIR NO51NG ON ONE SIDE 1 -3/8' EACH SECOND FLOOR 1.021 S.F. OF STAIR— TYPICAL (24) TREAD AT 10' STAIR NOSING AT STAIR RUN AND 36" ABOVE STAIR LANDING FIRST FLOOR 1.0115.F. BA5EMENT 284 S.F. 41'- GARAGE 660 S.F. al 0 28' -5 i /2" PORCH 32 5F. 3' -2 I/2" 3' -4' 41'-O` LANDING AT STAIR RUNS GREATER THAN TOTAL 3014 SF. BASEMENT F PLAN 12' IN l_-I» SOU 114' = r-O' REVIEWED FOR CODE COMPLIANCE NC1Y • 3 7 004 C ity 'TUKtvli� BUILD DIVISION IF 4 I I ATTIC VENTILATION: PROVIDE SAVE, M4W, R" .WX, OR GABLE VE.M TO PROVIDE %mff AT1m AREA Mt& TO OR "FATm THAN V" OF AM MEA TO BE VEMEp AT LEAST Ill OF 'R% VW "TM AREA TO BE LOCATED N 7W IIFER PART OF IM ATTIC EACH SAVE BLOr'dC TO HAVE 0)-2' DIA SGREEIW MZ5 PROV"Wv (4) 5Q N. OF VENT AREA PER LINEAL FT. • OPEN 511X 01= STAIR AND LANDINGS 511ALL HAVE GUARDRAILS PROVIDE 1 112" PIA. HANDRAIL 0 34' (25) RISERS AT . OPENINGS IN GUARDRAIL SHALL NOT ALLOW A 4' PIA. 5PHE ABOVE STAIR NO51NG ON ONE SIDE 1 -3/8' EACH TO PASS THROUGH— TOP OF GUARDRAIL MAY BE 34' ABOVE OF STAIR— TYPICAL (24) TREAD AT 10' STAIR NOSING AT STAIR RUN AND 36" ABOVE STAIR LANDING EACH N1314" NOSING 41'- 1 - n. �/ PROVIDE al 0 28' -5 i /2" INTERMEDIATE 3' -2 I/2" 3' -4' bi-O' LANDING AT STAIR RUNS GREATER THAN I' -O" 12' IN l_-I» HEIGHT- TYPICAL b' -q" A nN = bi-3» m I � I 1 VINI RAW F MILY 2xbW � — MAIO CONCRETE O �`+ LOW WALL � � N s N g � 2'-10" Up WHO (q) TREAD ® 10 EACH 1 0 _ DIRECT -VENT GAS I O FIREPLACE - IN5TALL PER • PROVIDE 1112 DIA. _ `) RECOMMENDATIONS HANDRAIL ® 34 ABOVE = STAIR NOSING ON ONE I HEARTH AND 5I)RROVW 51DE OF STAIR - TYPICAL PER OWNER RUN vouw__)POUT to -� (3) TREAD DOING! TO LONER L--- --- - -- 0 ---- - - - - -� �t 10" EACH � ROOF J_ A YT 2 2q' —O" 5p -0• 7` —o» :� s . -...M_ _. _._..... - - - - • - • -- ....tea -• .. It 6625 5. 180th 5t. 5ulte 5-105 KENT, WASHINGTON 88032 (425) 656-0500 ■ FAX (425) 656-0501 ronhovde 3rchltects m W z U w Z v W. a D °° co cl) m W am >m Z o Q ~ 2 cf) Y ° 3 W V Z W �a W w J J a� L W Z ro amvmu 0C T 0 8 1004 PEPApTCgaf 0� 0� 0� 0� 0� O� 0� o� 0IMT M FLOOR PLANS, ROOF PLAN "W.. 20m:ok SoM No CAMCKM ewe T.R Al DAY& T/20p4 • 6 1 4 a r SECOND FLOOR PLAN 514EAR WALL DE - 5EE SHEET 51.3 (GRO55HATGHIN6 HIP TRU55 DENOTE5 EXTENT) NOTES: �� PACKAGE . + b + b TYP - - - - -- — - - - - - -- ------ - - - - -- - - -- -- — -- - - - -- a - 2 I DENOTES 2xb HIP TRUSS 1 \ \ , / ® 24" O.G. AG PACKE OVERFRAMIN6 OMIT OVERHAN6 10, I AT GIRDER TRI)5 rf tu I I . I w 7. TV I � \ %J I l ok - 4 1 4P I Co I t \ HIP TRU55 I PACKAGE L- -- - - - -- -- _ -- HIP 7RU55 HIP TRU55 PAGKA� E -- PACKAGE f I. ALL FRAMING TO BE APPROVED PRE - ENGINEERED ROOF TRU55E5 A 4' ROOF FRAMIN t cv�4fi PLAN T 2 O.G. (U.N.0) 2. ALL HEADERS TO BE 4x10 DF #2 (U.N.0) 3 � /as •L � t�Q n� p� S�u�s ,rod -uMU eu4 lit - w —I S� tq A5 Q.ob V � I a s� NI ,` v 1 � i lype 40h 0m) do 1 A SECOND FLOOR FRAMIN -- - LIPS OF CANTILEVERED FLOOR ABOVE FIRST FLOOR FRAMING PLAN 13' -5' A" 0014 t() Pca) — — WINDOW MEL-L 41' -0' 3' -2 3/4' 7-31/2 3' -4 IS = l2 W -8 1/4` NOTES: I . ALL FLOOR FRAMING TO BE II -118' TJI 360 Ib' O.G. (U.ND) 2. ALL HEADER5 TO BE 4 DF #2 (U.N .O.) 3 Wo VOL liv-'M f P-M SM EVR EI WED FOR J CODE COMPLIANCE po�anu�s7 MOM City Of 7`�;tcs"ill$ gUILD1NG DIVISION .. I T - - -- — - - -- — --- 1------------ T -- __- - - - - -- I �0IA52-(' (mss Q I--- I - - - - -L _ — . -. _ . _ -- ' —�— -- — ------------- - - - --� I I I — I 4 . CONCRETE 6ARAC�E O I 5� eLv xnB _ ! 1 = ono I = -50 6.0 1 5LAB OVER b MIL VAPOR l I 1 t BARRIER OVER 4 5 I 6 5TH' I I I � FREE - DRAINING MATERIAL L I ; O -SLOPE I /8` PLF 7 36'x36'xl2' THICKENED I I X�XIZ I f I I I I I SLAB W/ S1MP5ON CB66 ! �� tx If tv� W - Tyr 1 a' SAND OVER OVER I I ': I ' AT P05T CONNECTION -W gr, I 09 PwS ; WOR BARRIER OVER 21 • I = I _ _ 9&V OVER 4' 1 1- I I ' _ �iXrp EM I ' 1 : FIREE- DRAINING MATERIAL' I I I I 1 I ' AS•1 m I = j ta I - -� I I v I i I ,,� BUCK OUr STEM fNAL.L FOR 1 1 `'ki = l� I l I L — F' �'� tmT THICKENED SLAB EV6E 1 1 _ , 1 i l I I I I Z I I I p I l NIS r I FOOTING 5 I �-I = I 24'x24'542" t - I TYP:GAL I —i ` _ L_ _ SLAB W/ 5WP5M 6644 q z AT P05T GOIWEG" - r r ,.2 1 L----- - -�- -- — 1 - --- --1 --- °— - - - -�— —�— _ If I+�I:NUOI+�i 1+�8.L A 3 lye ZAT� 1Z'`X yE e� 41W � pa Du_ Du_ FOUN DATION PLAN %ALE 1/4 _ 1• -0' W RoNHOWE OF WASHMON W z U � Z co � m J Lu a Z cc Q ~ 2 Y 3 ui Z W 0 W ?r w J=j a� LL 0 u J Z 0 CTosz��. P EMur CENTM 0� 0 FOUNDATION PLAN FLOOR FRAMING PLANS ROOF FRAMING PLAN .as Noa aoo2o� � No pit" are GlGGICID eye T.R A2w I CATS. 1lIC.�04 s r t i I 11(ee 2 G 1�OTE5: I. ALL FLOOR FRWiti o TO BE II - 11"8' T,A 360 o lb' O.G. oibloi 2. ALL WADERS TO BE 4x10 DF 0 2 (URO) PLAN ria- L-1 �i 51 K I I Ail 52 _ � s �t..r VOL J015T I DBL JOIST a i �d 1 4 � A�•Z �-iI�D - ' � I I t W <( Q�& b m mom" ' Q I L FOR 1/4' PLF SLOPE ' • • AWAY FROM BUILDING PROVIDE SLEEPERS Hi ON q -112" FLOOR ALI ` JOISTS AT LIVING .- -.. -. - -._ -- - - - - -- - - ROOM AND HALL 1yA5.2 6625 5. lqM 5t. 5ulto 5-105 TJI�JOlST a �1 M3 KENT, WASHINGTON 88032 �._ (425) 656 - 0'"x00 M FAX 001 656 -501 Ilk -S)ok I ML JOIST N �. d i p ! I 3 - I DBL J015T j y i' I F • = i .._.... _... I t .. . -� Cl �r::I r�r:. -- -- ... - -- -- - - -7.1 �_ L— A TIP t �.�t. Now ! DBL J015T I ron US -------- - - - -•- FLOOR FRAMING NOTES ROOF FRAMING NOTES I. ALL HEADERS TO BE A MINIMUM OF 4X8 /2--HF FOR EXTERIOR AND I. ALL HEADERS TO BE A MINIMUM OF 4X8 02 FOR EXTERIOR AND INTERIOR UNLESS NOTED 07HERESE ON THE PLANS. ALL BEAMS. INTERIOR UNLESS NOTED OTHERWISE ON THE PLANS. ALL BEAMS, HEADERS. AND GIRDER TRUSSES (*SEARING WALLS) ARE TO BE HEADERS, AND GIRDER TRr --6E5 (O BEARING WALLS) ARE TO BE SUPPORTED BY (1) 2x6 BEARING STUD do (1) 2X6 JAMB STUD (/2- DF) UNLESS NOTED OTHERWISE. SUPPORTED BY (1) 2xb BEARING 51UD 4 (1) 2X6 JAMB STUD UNLESS mom NOTED OTHERWISE. 2. PLACE LONG DIRECTION OF ALL PLYWQDO SHEETS PERPENDICULAR FLOOR LIVE LOAD TO TRUSS OR JOIST DIRECTION. 4" 8 AA5. • 2. ALL ROOF FRAMING IS P.E. TRUSSES AT 24' :G. - z 5HADTNG INDICATES OVERFRAMING. 6,, 3YAS. L 3. A THE 3. PLACE LONG DIRECTION OF ALL PLY H SHEETS PERPENDICULAR TO �.2. A!� DENOTES SHEARWALL (S.W.) CONSTRUCTION PER THE TRUSS OR RAFTER DIRECTION. 5&9, SHEARWALL COMPONENT TABLE. SHEARWALL CONSTRUCTION SHALL A) FOUNDATION: OCCUR FOR THE ENTIRE WALL LINE FOR WHICH IT IS CALLED OUT AND IS SHOWN HATCHED ON THE PLANS. 4 Q DENOTES THE SHEARWALL (SYQ CONSTRUCTION PER THE SHEARWALL COMPONENT TABLE. SHEARWALL CONSTRUCTION SHALL 4. ALL EXTERIOR WALLS ARE SHEARWALLS OF TYPE QA UNLESS OGC.)R FOR THE ENTIRE WALL LINE FOR WHICH IT 15 GALLED OUT CALLED OUT AS OTHERWISE. AND 15 51HOHN HATCHED 17 7 7 7 71 ON THE PLANS. 5. TRUSS AND JOIST LOCATIONS ARE SCHEMATICALLY SHOWN ON .THE PLANS. IT IS NOT THE INTENT OF THE STRUCTURAL PLANS TO 5. ALL EXTERIOR WALLS ARE 5HEARWALL5 OF TYPE AAUNLESS GRAPHICALLY LOCATE ALL FRAMING MEMBERS EXCEPT WHERE GALLED OUT AS OTHERWISE. CALLED OUT. THE CONTRACTOR IS RESPONSIBLE FOR SPACING FRAMING MEMBERS AS NOTED ON THE PLANS AND GENERATING 6. TRUSS AND RAFTER LOCATIONS ARE SCHEMATICALLY SHOWN ON THE- MEMBER LAYOUT FOR SHOP DRAWINGS AND QUANTITY TAKEOFFS. PLANS. IT 15 NOT THE INTENT OF THE STRUCTURAL PLAN5 TO GRAPHICALLY LOCATE ALL FRAMING MEMBERS EXCEPT NWERE GALLED 6. TYPICAL FLOOR TRUSSES SHALL BE TJ TRUSSES AS OUT. THE CONTRACTOR 15 RE51POWNBLE FOR SPACING FRAMING MANUFACTURERED BY TRUS JOIST MACMILI_IAN. MANUFACTURER MEMBERS AS NOTED ON THE PLANS AND GENERATING MEMBER LAYOUT SHALL SUBMIT SHOP DRAWINGS OF ALL TRUSS LAYOUTS / DESIGNS FOR SHOP DRAWIN65 AND QUANTITY TAKEOFFS. FOR APPROVAL PRIOR TO FABRICATION. TRUSS LAYOUT SHALL BE COORDINATED WITH MECHANICAL CONTRACTOR / ARCHITECT FOR I. SEE THE ROOF PLAN FOR ROOF VENTILATION REQUIREMENTS ALL MECAHNICAL AND ELECTRICAL PENETRATIONS THROUGH THE AND VENT DETAIL. FLOOR. 7. TYPICALLY PROVIDE BLOCKING (ON EDGE) OR ALIGN JOIST OR TRUSSES BELOW WALLS ABOVE. 11V, 54q� *z 8. ALL ROOF IVES ARE TO BE ENGINEERED BY OTHERS. ALL C " YO FTUX INIIA HANGERS AND ROOF TRUSS OVERFRAMIN6 SHALL BE BY OTHERS. THE TRUSS MANUFACTURER SHALL PROVIDE CONNECTION HARDWARE TO 8.. GLULJM BEAMS ARE TYPICALLY 1UNCA1M8ERE0 ULESS CALLED OUT AS' GARRY THE ROOF DEAD AND LIVE LOAD TO THE LOAD CARRYING R =CAMBER. MEMBER. TYPICAL ROOF TRU55 TOP CHORD SHALL BE 2xb. 9• WINDOW SUPPLIER TO VERIFY THAT WMNDOW AND WINDOW FRAMES TRANSFER WIND LOADS EVENLY TO STRUCTURAL FRAMING ON ALL 4 q SIDES OF WINDOW 4. TYPICALLY ALIGN ROOF TRUSSES AND RAFTERS OVER/WITH SHEARWALLS. MERE TRUSGES ALiGN OVER SHEARWALLS THE TRU_% MANUFACTURER SHALL PROVIDE THE TWK5 TO CARRY 250 PLF OR THE TRUSS SHALL BE SHEATHED WITH 112' PLYWOOD (BLOCKED) FROM TOP b TO BOTTOM CHORD WITH THE FASTENER SPACING FOR THE fNALL WHICH THE TRI155 15 OVER. WERE TF4155E5 ARE USED AS DRAG STRUTS 5 THE TRU55 MANUFACTURER SHALL PROVED THE WITH THE CAPACITY GALLED OUT THE PLANS. � WI .L ON � 1 . 4 10. GLULAM BEAMS ARE TYPICALLY UNGAMBERED UNLESS GALLED OUT AS FOUNDATION NOTES R= CAMBER. ALL GLU - LAM5 ARE GRADE 24F - V4 11. PROVIDE SIMPSON H25 HURIGANE ANCHORS, TRl66 / RAFTER TO TOP I. ADD 5011.5 PROPERTIES ARE 5W MIL BROW AND K)5T BE V621FW 6Y A PLATE. L.KB6ED SOILS EN5NEM I 12. P.E. TRUSS MFR TO VERIFY DEFLECTION TOLERANCE BETHEEN A) ASO = 20M P /'� "_ L3) AT REST EFP = 35 KF t�IMP) TRU55E5 AND WINDOW WHERE WINDOWS FRAME DIRECTLY INTO TRLI% BOTTOM CHORDS - VERIFY PER WINDOW SUPPLIER G) 501000N6. FRICTION = 040 W/ FS 15 INGLUDED DAM D) PAf.,IVE = 35D PGF 13. ALL 2x. BEAM5 /JOISTS ARE 11 2H_F. 2. TYPICAL DIM 6101'6 ARE TO FACE OF WiLLL OR TO 6111 l.ME OF COL" 14. ALL q9 k (of- 6C/"%5 11 AGE -� D•F, OR FOOTM6. VERIFY ALL DIME)MN5 AND EiEVATi XG WITH THE STMT QNIFIE IM STRUCTURAL & GENERAL ARCAITE AREAS 5HADED ON THE PLAN5 IND"TE FLOOR AREAS V NERE 15. ALL EXTERIOR WALLS ARE 2xb S-c-P.H.F. Was Ib O.G. ft Dr. e'er 111411. ELEVATL0115 CHANGE. SCHEDULES S TABLES " I! i 20020k I& ALL INTERIOR BEARING WALLS ARE • 2X (9 5.6.H -. O K." D.G. U.N.O. 3. PROVIDE FOOTING 51,65TRATE PREPAIRATM PER TIE SOILS REPORT. AM µr0A'LAw W try S• %fe 4. STEEP FOOTIN695 AS 511E 601DITION5 RECIiARE PER TYPICAL VW104 CONCRETE DETAILS to 5.i f* 04W - 5 TYPICAL KOLATED FOOTINGS 911 ALL BE C06TR CUD PER DETAIL_ RH TO TABLE FOR REWFW DMw. 06 / REW<WZE -ENT. w 6 �AS1 6. E Nov ALL GONTwoUr FOOTINGS AT EmD WALLS r -oo i mm omw Env O LD O W N TABLE ALL WARM WPAI.LS AND 511EMIPLLS (Tt'PIGAI.J. ANGIM ANCHOR DRILL BOUwARY TYPE DTJ1TyETER EMLl3EDMENT DIAMETER ELEL�EldT 7. TYPICALLY MATCH FOOTING DOITiIiS LATH WALL DAOY$5 UI.E56 NOTED WA WA WA MS (2Jxb STUDS Z ML5T60 WA WA WA (2)4x6 STUDS 8. TYPICAL WALL REWFORGEMENT EACH SHALL BE #4 AT 12" OL. CH WAY tsLEB I WA W1� WA 4x6 PVOST g �" OTHERN%_ WA WA (Z;) ZX4; 4 44146 •v)K NIA r 1'�rR 2) lAo STUOs q. PLACE ALL REGIFORGBMIT PER THE TYPICAL DETAILS, VA 1 u 15 4; �c; 1 1 4 P105T ol IO.FLGIOR 5L A0 - 4' GONG. 5LAS ON GRADE OVER 2' Wk%W SAND (OR DES PER ARCH / OLM5R) OVER 6 MAIL VAPOR BARRIER OVER b' IIA%W GRAVEL U STRAP HOLDING MAY BE INSTALlJID OVER % lEATHN& OR DIREGTi.Y TO (TY 100 W/ Iff 6x6 - MA x W2A 0 G@NTER- LINT:. SEE 6EN13M NOTES BOUNDARY MM OPPOSM SHEATHING. DO NOT %TALL. 57W HOLVOR6 AN'IDIOR REC414-EWAT1M RR 6E07ECNVIGAL E GINEE L PROVIDE L"XR 5WATHN6. GOIr i ROL / CON57RXTIOIl JD1N75 P62 DETAIL. A AT THE MaBCTION OF TTE 2) HOW" ANCHORS MAY BE CAST M PLACE OR DRUM M M i^!TH DIE ARGMWT. STAIRS CH 6RADE SHIALL BE 0ON51 4KAED PIER DETAIL E3' f PER TAME FOR DRILL DIAWIER PER TABU~, 5PE2ILL INSPECTION 15 FfalIRW FOR P AGBrENT OF DRILL IN JANGHOR56 FOR CAST IN PLACE APPLICATION I>SE STAwARD NIT NV WA5HE R AT BOTTOM OF AW 3) NAIL SWAT>t PEER 9EAWKALL scHEOuLE TO TIE BomARr Heim PER 11- ALL TLNIU DIED EDGE SLABS %U BE V WIDE x 6 DEEP IV (U- 84 W THE TABLE. -CaM ,iOUS C3' FROM BOTTOMU *E% NOlW ON94*F. UE DETAILS. 4) HOLD *6 SiIALL BE INSTALLED KW FASTBNER5 PER TlE MINIFAGTUQ92 AS.L. TO AGI iEVE I* MAAKH TABULATW LOAD s) W s.lM $ /As.1 F* Ito vmtt4 �O& VIA5•L rsv- APMA. SHEARWALL COMPONENT TABLE MARK GOHPOH MS V2' AB PL U, Iz1 k" P40L SIMPSON x36 TO GONG: PL RWW GLP AN6LE SIRMIMb (IUD SPAGM6 (IUD 5PAGN6 (NIL Q WT PVV OR 058, BLOCK ®, VV 8d NAILS O W OL_ 0 IRNM EDCE5 AND 0 12 OL. O FIELD `OL_ b" OL. 24" OL_ A &32' RM OR 058, BLO ED, W 8d NAILS o 4 OL_ O.G. 4" OL. 0 PA-41 Ba6F5 A40 0 12' OL. O FIELD ill Q WT Pik OR OSB. BLACKED, W/ 8d NA47.5 0 3' O.C. n '0 OL. 3' OG_ i2" OiG. 0 PAWL EDtMS AND o iT O.C. O FIELD SEE NOTE 2. w A L5r132' PIS: OR 058. SLOO", W bd NRR.S 0 2.OZ. � OL. 9' OL. MID 0 PANEL EDOE5 O 12' OL. 0 FOELP. SM NOTE 2. sT u Q SA32' P#V OR 058. EACH SiDE, BLOCKED. ;*'8d 0 (2 ) _ ROM 0 2 OL. 0 PARS EDCES AND 17 OG_ 0 FIELD. SEE NOTE 2_ 12" O.G. - 7' OL_ ✓T TYPICAL I. LJFLr:%onaw% wmw N TABLE ALL mALm 51HAV.L c4lFO_RT'i TO ml LSG TABLE 731E -N3E NOYEcJ, 2 WE 2'x2W PLATE M54ER5 AT ALL AWhM 80175. JWGMOR BOLTS 5WLL W BE DAPPED JNTO PLATE . 3 OjW P4045 ALE TO BE 2V IN U961K 0&W3'P4tItiL5 ARE TO 13E KW. 4JH OF W IN LIEIO l .�AIL5 SKILL BE iNSTALLIED So AS TO NOT SPLIT TE TDWR FRAAMIN5 4. SIMPSON A35 CUP AWaES 9WIL BE R6TJILLED NTH THE APPROPRIATE FAST8N6i5 Plat TIE MAA'4FJAGTWfRS 5Fl5r FiCA►T"6 5 3,I STUDS ARE RI QVJW AT ./TLC - PALS EmEs FOR 1'ihLL TYPES Gp 4 E 6. 9EJAWA L C.AVLLMS PER THE TABLE E 91ALL AMPLY FOR TIE RILL LIENSIN OF 7HE 5 PIOTUD ON T!E PLAK �, ,,� �NtAV7L4 fit 6s,131'¢ x � 1 rt '3 `iKapk�t- 8�i Q. PWIC? x aS STRUCTURAL AND GENERAL NOTES: • • , 1) DESIGN CRITERIA: L A) CRITERIA: Cl 6625 5. IgOth 5t. Suite 5-105 ALL MATERALS„ WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS. SPECIFICATIONS AND THE 2043 BUILDING CODE I1OVAl r 8) GRAVITY LOADS: mom SNOW LOAD 25 PSF FLOOR LIVE LOAD 4O PSF C) LATERAL LOADS: z WIND. �+ 85 MPH. EXPOSURES SEISMIC: LA'C' I - 122.?�1 y ca a*eb 0 2) GEOTECHNiCAL: W V Z A) FOUNDATION: ASSUMED SOIL BEARING PRESSURE: LATERAL EARTH PRESSURE. RESTRAINED: LATERAL EARTH PRESSURE. UNRESTRAINED: PASSIVE 8) CONSTRUCTION: BACK FU. BEHIND ALL REFANING WALLS TO BE FREE DRAINING GRANULAR FILL WITH SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. 3) CONCRETE: A) CONCRETE MIX: UNLESS OTHERWISE NOTED. CONCRETE SWILL ATTAIN A 28 DAY COMPRESSIVE STRENGTH OF 2500 PSi. MIX SHALL CONTAIN NOT LESS THAN 5 SACKS OF CEMENT PER CUBIC YARD AND SWU.L BE PROPORRONEO TO PRODUCE A SLUMP OF 5 OR LESS. ALL CONCRETE WiTH SURFACES EXPOSED TO STANDING WATER 94 ALL BE AIR - ENTRAINED WITH AN AIR - ENTRAINING AGENT CONFORMING TO UBC STANDARDS. TOTAL AIR CONTENT SWILL BE IN ACCORDANCE WITH TABLE 19 -A -1 OF THE UBC. 8) CONCRETE PLACEMENT: CONCRETE SWILL BE CONVEYED AND PLACED N ACCORDANCE WITH UBC SECTION 1905 AND ACI 301. C) REINFORCING STEEL: UNLESS OTHERWISE NOTED. REINFORCING STEEL SHALL CONFORM TO ASTM A615. GRADE 60. YIELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A185. BARS SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. CONCRETE COVER FOR REINFORCING STEEL. SHALL BE PROVIDED AS FOLLOWS: UNFORMED SURFACES N CONEACT WITH EARTH: FORMED SURFACES EXPOSED TO EARTH OR WEATHER: 1 6 BARS AND LARGER: 2' /5 BARS AND SMALLER: 1 % SLABS OR WALLS NOT EXPOSED TO EARTH OR WEATHER: SLABS AND WALLS: 3' COLUMNS AND BEAMS: 1 NO 4) TIMBER: A) FRAMING LUMBER: FRAMING LUMBER SHALL SE KILN DRIED. OR MC -15. AND GRADED AND MARKED IN ACCORDANCE WITH WWPA STANDARD GRADING RULES FOR WEST COAST LUMBER, LATEST EDITION. FURNISH TO THE FOLLOWING MIMINUM STANDARDS: 2X JOISTS: BEAMS AND STRINGERS: POSTS AND TIMBERS: STUDS. PLATES. Alt M1SC LIGHT FRIG: BOLTED STUDS AND LEDGERS: ALL WOOD IN OlWCT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED. ALL DECK FRAMING LUMBER SHALL BE TREATED. LUMBER INCLUDING PLYWOOD SHEATHING USED FOR DECKS WITH HEATED LANG SPACE BELOW SHALL BE TREATED. ENGINEERED LUMBER PRODUCTS SHALL BE AS NOTED ON THE DRAWINGS, ALTERNATE MAtilIIF��p�& SUBJECT TO REVIEW AND APPROVAL BY THE OWNER AND THE STRUCTURAL ENGINEER. I � 8) ROOF TRUSSES: I A 0000 - IP TOP CHORD LIVE LOAD 25 PSF NOV - 3 1x04 TOP CHORD OEAD LOAD 10 PSF BOTTOM CHORD DEAD LOAD 5 PSF TOP CHORD WIND UPLIFT 20 PSF AT PERIMETER Ci Of TA1 ila BUILDING DIV ISION SUBMIT SHOP DRAWINGS AiD DESIGN CALCULATIONS TO THE OWNER AND ARCHITECT FOR RENEW PRIOR TO M RICANION. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP AND SIGNATURE OF A PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE STATE OF WASHINGTON. C) FRAMING HARDWARE: ALL CONNECTION HARDWARE SHALL BE BY SIMPSON STRONG TIE. AS NOTED ON THE DRAWINGS. A_I9MM HARDWARE MAY BE SUBSTITUTED PROVIDED THEY HAVE TC90 /APPROVAL FOR EQUAL OR GREATER CAPACITIES FOR THE GIVEN APPLICATION. MINWUM NAILING SHALL CONFORM TO TABLE 23 -1 -0 OF THE UBC. UNLESS NOTED OTHERWSt~ NAILS SMALL BE COMMEN. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD D) STRUCTURAL SHEATHING: PLYWOOD SHALL BE APA RATED CDX N ACCORDANCE WITH THE FOLLOWING MI NI11UM& ROOF SHEATHING: 1/2' WiTH PANEL INDEX 24/0 FLOOR S1EOWH1ING: 3/4' T A!: G iW1'i4 PANEL INDEX 40/20 WALL SHEATHING: 112' WITH PANEL INDEX 24/0 E) FMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 20 SKIDS 0 16 OC. TWO FULL HEIGHT STUDS NVk " SHALL BE PWADED AT THE ENDS OF ALL WALLS AND AT EACH SIDE OF OPENINGS, UNN.ESS OTHERWISE NOTED_ 5) GENERAL A) COORDINATION: 8) SHOP DRAWINGS: SHHOP ORAWQPIO, FOR THE FOLLOWING; SHALL BE SUTON UM TO THE OWNER AND ARCHITECT` FOR REVEM PRIOR TO FABREANION: REIIEORCNG STEEL FOR CONCRETE AND MASONRY STRUCTURAL S"Im GLUED LAMINATED 110ASERS TOM ROOF TRUSSES PLYII = WES .>IOK15 wolw 2! C) CHANGES: CONTRACTOR NHWTMTED CHANGES SHALL BE SUBMITTED TO THE OWNER FOR APPROVAL PRIOR TO FABRiCATON OR OONSiRUCTM FOR APPROVAL CHANGES SHOW ON THE SHOP ORAMpVGS ONLY WILL NOT SATMY THIS REOttAHEM. D) ERECTIM. T!E CON"UCTOR SMALL PRC V!CE THMPOPJA.QY SRACZVG FOR THE STRJCim AND STaLcn RAL OOipA%cm LiRrTNL ALL FMIAL CON74E,CTO G HHJgW BEEN COMPLETED " ACCORDANCE W11ITF! THE PLANS,. THE CONTRACTOR SHALL BE R:SPOP69111 FOR ALL SAFE1Y PWC VIION5 AIO THE yE1111005. TECH MOUE SEOLe CM OR PROCEOLOM AMWCED TO PERFORM THE WOtaL E) 04SPECTM: THE FOU0111M 94 LL SE SI,PEINME'D N ACCORDANCE •NTH SECTION 306 Of THE UBC AND THE PR"a SY A QUAY[ W ED 1ESTrIG PGENCY DCSGKATFD 81f THE AROHITECT: CONCRETE RIETATOW WALL Me RE'.ANIVG WALL F'OOT#G COh6TRUCMN WASOWY Ca4STRU(X*4 STRUCTURAL STEEL awicnm E NISIM BOLT MID DWY CROUT 06MLAT %S THE cW4M ARCHITECT MID 9JU NN4 COWTOW SPIALL IIE FHJW49ED METN COPES OF ALL NSPECH011 REPORTS Alb TEST RESUL3, 2500 PSF 50 PSF 35 D PcF (W/ Fs 1.5 INCLUDED) HEM -FIR /2 DOUG FIR 0 1 HEM -FIR / 1 DOUG FIR OR HEM -FIR STANDARD GRADE DOUG FIR STANDARD GRADE • 0 jp .... � _ . r ..-- .ir..- . J: �� ..bra% �i.. +� `►- • • • , A L L Cl 6625 5. IgOth 5t. Suite 5-105 KENT, WASHINGTON g8O52 (425) 656 -OWO ■ FAX 25) 656 - 0501 r ear mom OR -JAN . RONH(W STATE Of WASHINGTON z w .m W W V Z Q w 0 W� cr) w J >- a CL �' aY >= W a .j 1�m (9 z co 0 C " YO FTUX INIIA OCT 0 8 2884 PI:AIL.IT CV TI:R 10 q 8 b 5 4 3 � 2 I !� �•: Z p��,L� ,tz�v No DAM OED PAW" FLNISIONS STMT QNIFIE IM STRUCTURAL & GENERAL NOTES, FRAMING S FOUNDATION NOTES SCHEDULES S TABLES " I! i 20020k SHM 10 Vftft a Oro ICTI are T IP 2 OATS. VW104 • omw • 0 it r I LEF SIDE ELE ScAfvr : I•-o' p REAR ELEVA SCALE 1/4' = 1'-0' 12 b (iYPIGAL) REVIEWED FOR CODE COMPLIANCE A PP001 0 NOV M 3 2004 City Of Tukwila BUILDING DIVISION _ PLATE LIw PLATE LINE ,�• it 2ND F.F. 4 PLATE LINE 11 2 ' 21 Z N: 7A . �.0. � ` W-it I5T F.F. O PLATE LINE 6s, D"', VINYL WIDOW - TfPIGAL 240 CEDAR TRIM BAND :• FF_ AT F.AHLY ROOM G F . O J GAQ 5LA8 (mcm PomT) . . � r • r . r r i FRONT ELEVATION � ScJ*Ull,v=r-0, i • 10 v 0 LA s s • • • APCHITECTS 6625 5. IgOth 5t. 511te 5-105 KENT, WASHINGTON 88032 (425) 656 -OWO ■ FAX (425) 656-0501 ronhovdearchlte ,tox.om Ton -,uW n01*IOVDE SFAR Or V" "TON z w ._ .m W LU 0 Z a W 0 a� - �a W w a ,J a > JJ i �c > a IUL =1 Ir 0 W -j Z i 1 pTM �cvhl�l s 0CTOg2C.ri� a 9 8 b 5 4 3 2 I NO. DA7E DESCiRI YF"4 11MV ISONS StM GGKIENTr.7. EXTERIOR ELEVATION .as trva 2002.0'k, �r W. c ur. " Qr%Kw ar 1.R A3m I IMI& s fr 6 RIGHT SIDE ELEVATION b ewo� gG , ROOFING PER OYWER OVER 1/2" APA RATED ' EPX05URE I' %IEATHIN6 ON APPROVED PRE - ENGINEERED ROOF TR16SE5 AT 24 O.G. 1^V 5/8" 61113 AT GEILING d3 a4 r it Q ~ � Q k`� N PLATE LINE �0 2ND F.F. ' PLATE L1NE 0 f IST F.F. CONCRETE RETAINING HALL WITH WATERPROOFING. BACJTILL PER 50ILS ENG1HEEIZ'S RE60HHENVATM5 -�-- F.F. AT FAMILY ROOM ••. • a r • I ."� • , I BUILDING SE XAM V4'= i'-OR TION B= oq;m ,,hill, UPPER PLATE LINE PLATE LINE 0 3/4' APA RATED OEXP05WE 1' r 5HEATHII& OVER 11 -1/8' APPROVED PRE - ENGINEERED WOOD 1- JOISTS W/ 112' 6Y6 AT CEILING - TYPICAL PROVIDE 5/8' TYPE 'X' 6HI3 ON GARAGE CEILING W 5EG 302A EXC. 3) PROVIDE R-30 BATT INSULATION IN FLOORS OVER GARGAE SLOPE 4' GONG. GARAGE SLAB IV PER FOOT BUILDING SECTION A=A y�lP V4' = r-O' o� nQ Q W w� a ` r s — a�QQ �W Is r REVIEWED FOR CODE COMPLIANCE AppRovED NOV -t 3 2004 s s- 6 6625 S. la0th St. 5ulte 5-103 DENT, WASHIN69T04 x8032 (425) 656 -OWO ■ FAX (425) 656-0501 rod A& .com 10R- RQ1 off STA1E Of wJ1Sf11NCTON Z . . tLI 2 W W U Z LLI 13 co W3: it cl) J lob )on 4c ui O. J .J >= a� � Q r W J Z . to 0 �nnr OCT 0 8 P004 CEM to e t 6 5 � 4 3 2 i No. PAM DE5OW" BUNIN Q SECTIONS "Not$ wwou slimNo VRNN of " C VZXM or, ♦.R R 2 OAT& VZW4 s- 6 - ..-... • • .....- , . +w�.•�, .. v.7.,wti.a seai��.c Y �•.Lf�aJRa. - . � J . .�... - . s ZA >/ K c 0 A CE N i 8'min.- 12'mox_ FIG. 1 FIG. 2 S o INSTALL FLASHING PAPER. SILL PIECE 'A' INSTALL SILL FLASHING PIECE 6 87: EXTEND FIRST, ATTACH AT EDGE OF OPENING ONLY. SILL FLASHING UP JAMB 4 MIN. MATERIALS FLASHING PAPER AND WEATHER BARRIER PAPER: PER UBC STANDARD 14 -1. AND FEDERAL SPECIFICATION UU- 8 -90o. VAPOR BARRIER COATED AND REINFORCED. SEE SPECIFICATIONS FOR GRADE. SILL FLASHING AND BUTTERFLY: 25 MIL BTIUTHENE MIDOR PLUS) DRIP FL ASFING: PER SPECIFICATIONS 11 WEATHERPROOFED OPENING • _♦ . .� . . � -.• a .. .. _1�'\.•J. .w. �w K1s•.y :.►r s.• s. .w.J• •a.wr SCALE: 1/2" = 1' -0" C 6' min. FIG. 3 FIG. 4 INSTALL 4' WIDE BUTTERFLY FLASHNG INSTALL FLASHING PAPER PIECE b' PIECE 'C AT LOWER CORNERS OF AT JAMBS. ATTACH AT EDGE OF OPENING; FLASHING SHOULD BE OPENING ONLY; APPLY A BEAD OF STARTED AT THE INTERIOR SURFACE SEAM WITHIN 1/2' OF OPENING OF THE OPENING. OVER THE SILL FLAS} K THEN FOLDED OVER THE EXTERIOR SURFACES OF THE SILL FLASHING AND PRESSED INTO PLACE FIG. 5 SET WINDOW NAILING FLANGE INTO SEAALAW MID FASTEN TO STRUCTURE S FIG. 6 INSTALL DRIP FLASHING PIECE (NOT SHOWN) ACROSS TOP OF FRAME. APPLY FLASHING PAPER I lE' AT HEAD. OVERLAPPING DRIP FLASHING AM JAMB PIECES. WEATHER BARRIER PAPER. APPLIED WITH EXTERIOR FINISH MATERIAL. IS APPLIED SHINGLE FASHION. PIECE 'F UNDERLAYS THE SILL PIECE. PIECE 'G SHOULD OVER IV PIECE *F' 1W AT LEAST 2". REVIEWED FOR CODE COMPLIANCE APPROVED NOY -- 3 2004 Oity OI Ylaktivila BUILDING DIVISION WST. TTZAW ytALL BOOR F!6 PER I�IJdN Aw 3/4 43 i C R 6UAlQDRJULhIA.\DIQA!L SEE I7ETA!L :a /A5_i _, 1 4V2 T4.NG1°J I . SMOD90.4 U.26 SVP.-ON Uj'O HANSM NOTCH HOR- E PRECAST RE*F. GONG. TREAD (C40W, t STM SYSTEM TAG_ OR APP.WVED WUM. ) ON zaxwI6 GAPS Air' ( 2 ) -3W)GO BOLTS LNTO GONG TREAD I ( 2 ) 3.*'x3' 9 SG%a* owa STR ism f M'ICIIT.J LANDIN AT STAIRS SGAL„E 1' s H' PAIN" 5TEM 6UTA1zDRAR. - I -112' VIA VERWALS O 6'-O' OL. RTfO 8 LON6 PIPE SLEEVE 14TH BOXY 6ROUf - I -112' VU! HORIZONTALS AT 5•3V 04 MAX (A 4' 5PH 13M CANNOT PASS TH#ZOUC�IQ--- 1�5lR EiRADE MARN % WALL - 5EE 61 tw urin A #NOTE. 5TA1R5 THAT SERVE ON LUT AND HAVE LESS, TIM 4 W-43R5 DO NOT REiQ11RE HAR MAILS !-b7 DUk PARED s T®. 6 - TY�AL EACH 549E ow D N05aY6 c —4 , I . a • N3' LM PIPE SLEEVE FOR fVWP AIL, - SET H IT I' �t n z E v I s i U VT FIBERBOARP i �-6 - i _ 4 POW. � 9 4 ROSIN& BAR TTP. JOIST HAN6fR to N4' • aalt EJl NAT.L 57" STIR OW WA 2 LEDGER DETAIL SOME 1 1-107 18-01 TREAD (T) -W T"'M TREAD (STURD1 -WOOD) OR ESL da 2' "AX R4DV5 Ar POSER 1 We APA RATLW 'W_XIOSIA E T' 1/ StEATIINiy l\ d 2d2 SIRMI ER W 24 SSIMM IN 24' 04. !SSE N1) HK PER FW I INTERIOR STAIR 311* �a�icf 7i • •iY•si iii. w� • r ► u.y 6625 S. lqM 5t. 5UIte E3 -1 KENT, WASHINGTON q&"2 (425) 656-0500 ■ FAX (425) 656 W` Z Lu D UJ Z a z Y W RONFawE OF WASHINGTON Z W 2 W y Q co) m J a r ac O H O 3 IL, 0 Z W 0 w w J � Q� LL =1 Ll1 h J i= D 0 YCWTI KWU OCT 0 $ i004 ion 0� 0 M ISC. DET AILS .JOB NOW 210020% SIAWT NQ votA '1 dr• LKT! c4ecoCED Sri t .R A4 s IDAt'E. VJgi104 4 IF•— 4X4 POST (LOCATION FER • s • 4 C� Sf.ALE VY = 1`-(3' 2X4 TOP RAIL STAIR SECT kW TOP STL El ER C,0NNEGTION : (4) 6 6A. SOREM W/ KN. 1 1/2' EWEV14ENT IN POST. 2X2 PICKETS, TYPICAL AT 5 1/4 O_C. I CONCRETE 1'READ� ! SEE 3 /Aib I FA57M TOP it BOTTOM Zr 01F EACW PICKET. 4X4 POST - BOTTOM 2'X2'3116' L5 LA6 GON1d3GTION (2) 5/8 - i6 BOLT INTO 5M. NCER5. TKRIJ BOLTS W1 1 314',6 SEE 3 /ATb Z HASHERS BOW 5117ES 4X12 STRINf ER (INSIDE) 10 GUARDRAIL /HANDRAIL SCALE I' = 1 *-0• WATERPROOF tw�� OVER 3/4' T i 6. APA RATED 'EXTERIOR' SHEATH114Sv s 3/4 43 i C R 6UAlQDRJULhIA.\DIQA!L SEE I7ETA!L :a /A5_i _, 1 4V2 T4.NG1°J I . SMOD90.4 U.26 SVP.-ON Uj'O HANSM NOTCH HOR- E PRECAST RE*F. GONG. TREAD (C40W, t STM SYSTEM TAG_ OR APP.WVED WUM. ) ON zaxwI6 GAPS Air' ( 2 ) -3W)GO BOLTS LNTO GONG TREAD I ( 2 ) 3.*'x3' 9 SG%a* owa STR ism f M'ICIIT.J LANDIN AT STAIRS SGAL„E 1' s H' PAIN" 5TEM 6UTA1zDRAR. - I -112' VIA VERWALS O 6'-O' OL. RTfO 8 LON6 PIPE SLEEVE 14TH BOXY 6ROUf - I -112' VU! HORIZONTALS AT 5•3V 04 MAX (A 4' 5PH 13M CANNOT PASS TH#ZOUC�IQ--- 1�5lR EiRADE MARN % WALL - 5EE 61 tw urin A #NOTE. 5TA1R5 THAT SERVE ON LUT AND HAVE LESS, TIM 4 W-43R5 DO NOT REiQ11RE HAR MAILS !-b7 DUk PARED s T®. 6 - TY�AL EACH 549E ow D N05aY6 c —4 , I . a • N3' LM PIPE SLEEVE FOR fVWP AIL, - SET H IT I' �t n z E v I s i U VT FIBERBOARP i �-6 - i _ 4 POW. � 9 4 ROSIN& BAR TTP. JOIST HAN6fR to N4' • aalt EJl NAT.L 57" STIR OW WA 2 LEDGER DETAIL SOME 1 1-107 18-01 TREAD (T) -W T"'M TREAD (STURD1 -WOOD) OR ESL da 2' "AX R4DV5 Ar POSER 1 We APA RATLW 'W_XIOSIA E T' 1/ StEATIINiy l\ d 2d2 SIRMI ER W 24 SSIMM IN 24' 04. !SSE N1) HK PER FW I INTERIOR STAIR 311* �a�icf 7i • •iY•si iii. w� • r ► u.y 6625 S. lqM 5t. 5UIte E3 -1 KENT, WASHINGTON q&"2 (425) 656-0500 ■ FAX (425) 656 W` Z Lu D UJ Z a z Y W RONFawE OF WASHINGTON Z W 2 W y Q co) m J a r ac O H O 3 IL, 0 Z W 0 w w J � Q� LL =1 Ll1 h J i= D 0 YCWTI KWU OCT 0 $ i004 ion 0� 0 M ISC. DET AILS .JOB NOW 210020% SIAWT NQ votA '1 dr• LKT! c4ecoCED Sri t .R A4 s IDAt'E. VJgi104 4 IF•— 4X4 POST (LOCATION FER • s • 4 C� Sf.ALE VY = 1`-(3' po 11�11u, ��M, q, 5►C� ��► . i t a l s---- S'-W NISH GONG LK ASPHALT IRA~ al z 3 f 0" JONT sma'r5• • W. 9r PER TAKE * 4 BM CM. . CMIM OF MY _ 1% mw (2} IL low 1 AILS r ifU sAAk Wea/ YVAJ .1 � r v 0 m I w ` w i a r - r 14 TYROARAGE FOOTING SGALE -. 1-901' Nr • BAR$ T�(YICAI fl6'PwSu►'rwLk F" vuvj ca�un�3 aw wo 1F NL W" W it Ott A I1 NA& S¢ tiw p"oL pws 4 TOIC a! 0. ( #q 11 p PM �. C�) �� 8� fit• � p )) I 4 M AIIJ 44-- STEM WALL —bo 1> v W-W MIN. Z F9 I ° I I it FOOTM6 TkHGK1r:56 FIRM WDISIMBED SOIL e—FOOMS THWAQE55 Na -W - 2 GARA E DOOR BATS NO" FTG. ROW T RETAIWNS MALL _ • 8 ASPHALT PA J\ V KENT, INA5HINGTON 88032 (425) 656 -0500 ■ FAX(425) e _ �yrr _ I � 1—1 I '� � I RONHUff STO s IN PALL TI a l s---- S'-W NISH GONG LK ASPHALT IRA~ al z 3 f 0" JONT sma'r5• • W. 9r PER TAKE * 4 BM CM. . CMIM OF MY _ 1% mw (2} IL low 1 AILS r ifU sAAk Wea/ YVAJ .1 � r v 0 m I w ` w i a r - r 14 TYROARAGE FOOTING SGALE -. 1-901' Nr • BAR$ T�(YICAI fl6'PwSu►'rwLk F" vuvj ca�un�3 aw wo 1F NL W" W it Ott A I1 NA& S¢ tiw p"oL pws 4 TOIC a! 0. ( #q 11 p PM �. C�) �� 8� fit• � p )) I 4 M AIIJ 44-- STEM WALL —bo 1> v W-W MIN. Z F9 I ° I I it FOOTM6 TkHGK1r:56 FIRM WDISIMBED SOIL e—FOOMS THWAQE55 Na -W - 2 GARA E DOOR BATS NO" FTG. ROW T R5W. LT • 8 6625 S. IgOth St. Wte 8-105 KENT, INA5HINGTON 88032 (425) 656 -0500 ■ FAX(425) ronhovdeorchl om RONHUff STO Lu z W W W C� CO) ? r a w s CO) W ?� a l s---- S'-W NISH GONG LK ASPHALT IRA~ al z 3 f 0" JONT sma'r5• • W. 9r PER TAKE * 4 BM CM. . CMIM OF MY _ 1% mw (2} IL low 1 AILS r ifU sAAk Wea/ YVAJ .1 � r v 0 m I w ` w i a r - r 14 TYROARAGE FOOTING SGALE -. 1-901' Nr • BAR$ T�(YICAI fl6'PwSu►'rwLk F" vuvj ca�un�3 aw wo 1F NL W" W it Ott A I1 NA& S¢ tiw p"oL pws 4 TOIC a! 0. ( #q 11 p PM �. C�) �� 8� fit• � p )) I 4 M AIIJ 44-- STEM WALL —bo 1> v W-W MIN. Z F9 I ° I I it FOOTM6 TkHGK1r:56 FIRM WDISIMBED SOIL e—FOOMS THWAQE55 Na -W - 2 GARA E DOOR BATS NO" FTG. ROW T R5W. LT • 8 2 8 x c- rs v t two► sr r 4W n► r ffZL s s oo- !r► • s a►oz. *s r6w r sue► w 4% fw fU1 fMS z s oa M f4 • w►orA so«A�s • ]AGO P5f • O F04" ruw s no Am SVM 1«O SfI Ww • 40 1= SM WT 1a 1Yr ) SAM REINF CEME SCHEDULE: STANDARD �., 'fe+r� Deaf wow Aon >tetsR st�f s v t�os • �S r 7V► �s ts' an At M iota. •fOrOG M SEE PL AN 14 P r PAL d1 e V ofG M 1 MING WALL 13 TYP. GARAGE FOOTING i r. Exr. IIRIlEl. "k W Y -- �B��• t }� s AA N SLAB 4 x GARAW DOOR TTPWX SLAB 0"Mcriim 4 CO*tT_ d . 4 4 is ° e a f z Q , ui ° to (1- d e a e 4 SEE PLAN i 9 THKw S at GARAGE D I .7•ir�G •ri : r- 4 • C d �- nwori cowlagq / W I'M W EPO)(T MW d --¢--X v d - X X a X v 4 ° e a d d e v ' 4 4 e d d = f d f d !� See Plan For Size 4 Reinforcing 6 POST /FOOTING CONNECTION W-42 : I -we • r-W ft4wr i AN DO PL W•a"W �IL M • 4 Wit d e s a s i d v v f **x n OOR 5 HOLD DOWN ]' SCAM: I-%* • r-0r (SEE LXS%k M") A0 W& -W �v r, �' (� xq!p M M" M HAW 1F ,-- CpAc gftVl+Ci PRIOR 5 r T � o /� 154 04 • N2' O.C. WRIZ •s • W O.C. RILL HT. ssx 0110.0. I'-b• A�6. PRIOR TO 5 4 x • � . 24 OZ. -2�10 L 44 w R m " HoRIZ (s) �Dw PAN �T �PpL� T O co ��I ' To I� vw�wws 3 RETAINING BASE E SCALE: v4• • r-o* I NOW - 3 ?004 City Of Tul(vile _qq!L )ING DIVISION _ f — AA-4 1 9-Y SOO 04 x ���RIz �JJ s tam r�+ I t v b v� 2 RETAINING GARAGE WALL f W 7fce MO" per- Peer PT WWOULL�T/1Dl.E 4-p Phi Aler x j • W O.G_ .' .--% K GMf. or,. OIbZ 0 M e m .sue TYPICAL i i 6625 S. IgOth St. Wte 8-105 KENT, INA5HINGTON 88032 (425) 656 -0500 ■ FAX(425) ronhovdeorchl om RONHUff STO Lu z W W W C� CO) Z a w CO) W ?� Cj) mi >M Q CL J J x >= Q LL M C) W m Imm Cp Z cs) a H OCT 0 8 2004 i0 t 4 8 6 5 4 3 2 I & 9 2 dG p R46V- NO. m v� ;RN r WN SHEET C4NTBa% STRUCTURAL DETAILS .JOB NW.9 20020k SNIT W. COMM or, " ciecXw ef. T ,R BA?E. T12011D4 • i coc }le q as (.A1`I • ��N I ,•( 4%W Fuw waa N A m 'Mtn fiNo � eAA#L - — _-� A - m cm0my0f n 1 6wo, eT14 I � =_� as � i -- - _ — t -s - - -• �� 3`XW�. p �p� G� W4- AM �� (�o a mss) LO Vf* oft of MOAK IV? 9-s f7hrsru, £ Plc NAtGylyi Q' 11ra�na.�o W/ SW Nf ��saQp PMt, .ar �I Ix 3 bia &M 4 TYPICAL OVERH AN SGAX = 1' _ r-o" l � t ► r1/. �VV 1 11 r I. Vo 5 .� TABLE kvaWor,. R lu p - A35 FM � sIM CkAtAW Y 1a SCALE I' l•,L. w�- 131A)dl -718 75 RiM €� € � i I AN {> - p S-0 -P n.)j� 4 AIAlL �ro -CP�s ter: Ufa - 1005 4 9P - MbLVl l 'D�, �` ! Vi itp.� t §1 1A . , Stu S Lp i- �� n 6&, ' '5;2�e C�g JW X-4'fLLc?-nzl fgf-Suj MR - n *%4 A b : ((s (a plc �tiut 5w Tom" i tu��'`- r; ✓ I Sf 3 Wfk3 f �Tjl fuN Tam ' � u1 I - 4 *19"m i 4A Twf fb% Tog) .� 2 , J _ M �. .7 `torn W) r Y -wc oI=t+fi 0 W yc �7Nfl '`if rP PEIL P+ws .- - (14W oa r) ISO S ✓1 IKE 00 HL btu � rit- AlLo W 1 � �- ter, 2x CLOMNs A35s " � ew-w 2 to 4utw w/ 94of 'firms f"mm oft can �a *'Ck vv j R 'IE1 "JEO FOR F COD COMPLIANCE -_ OV -- 3 2004 iUk- cii • Of TitI <%V OW ING DIVISIO G.14ts' p i `i 61J ef(A) AW F — Tl1a =M .,. f.. ■ a SCALE : r . V-or 6625 5. IgOth 5t. 5ulte 8 -105 KENT, HA5HINGTON g8O32 (425) 656 - 0500 ■ FAX(425)6%-Ml ronho h a om A w -w w RONHMM WASHMON W z Z Lu co ca cr) W a � m J W a Z w Q ~ 2 Y 3 ui 0 z W 0 s L w J J a� L� H UJ J z s CRY'rs° U OCT 0 8 2004 PZ&W T mar:ER ©IMI mom ri , STRUCTURAL DETAILS im 10.0 20020'k 51E£t' W. VRAM aY. Kn uecAmp BY. TX A5 w 2 OL_ W, 114% #of 0 per? P �� 5ifJlFtiiKL iAE� 1 4 41 e .s E: .• I I 1 I O 9u ut s B 9 a'L� �'1 v r^ � r.1 2K 921 �n 0 . 1 r O RO I� • r N� N W N r1 v .._.,.,. . ...... ..... .. ... _ ....... _,. >_........... __ ....... __.............� sm feel -, ;..• o - ^ .� R .. .. ...... mop I � r a;'7 p � I� O ; • C �! v ._.. �.» b A b 1 l l r oo C1 v z a a � z O g D 00 rn0 _ �M �D 15 OZ ..M A U ,0 •c 01 11 yj 013 0 > C ;Z woo I efew"' �� r 0 010 hvv z ;'06 F? o O r 0 �• ..;. r �, c. Z 1 ' r Co .. 42nd AVE 40th AVE S dph CD N N W F 2 8 � a 9 C1 � P Z -1 1 s IN z ff d d b n Z7 o N M s�q S . � CO n 3 ~ cn a ih i 10 few L I, S 1 4 y Y` ww< 3 10/22/04 TES HPG HPG REVISED DETENTION VAULT P,• /y���P N O 2 7/19/04 TES HPG HPG REVISED HOUSES PER ARCHITECT •� 1 5/7/04 KIB HPG HPG REVISED PER CITY COMMENTS V IA No. Date SY Ckd. Appr. Revision Job Number Scale: 18215 72ND AVENUE SOUTH Deeigned -KID.. or. Thole 11217 Q' KENT, WA 98032 � Drawn _.�.. Horizontal AMERICAN CANADIAN REAL. ESTATE, INC. GRADING AND DRAINAGE ?' (425)251 -6222 11 effel 425 251 -8782 FAX r� Checked HPG 10 -20 P.O. BOX 3280 FOR s - ti Ap proved .!tr�G_ ° °' KENT, WASHINGTON 98032 KHAN 3 -LOT DEVELOPMENT s� bR CML ENGINEERING, LAND PLANNING •" N/A 5 `r " FN00* suRvEV(NC, ENVIRONMENTAL sER�nc�s 4- care . +_ola4�a� (253) 854 -7002 P of - - -- file Dote /lime: 1U 25 7004 10:12 Scale: 1=20 tstephen s Xrets; z11217 -t.,zt 1217b,hol,11217- GRD- STM,S_Kohn, (� !gsIg ! qV10 O RNs N fpprpN N�pUYt F s w A1� N P N�� 0 C rn N NE v v ® IVwv !gsIg ! qV10 O RNs O NNO w o �gcn ;gcn! v v v v i E ,qq4 _.AA I C] Ob r� P g i g q -q I A lap I a E 1yow N11 11 All rn Ilia use DR, r q 9 OW �j Rill a; ft 2 RR A IR 19 q •'0 . . . .. ............. .............. _ ....... ._............. ^ �E ••. 45 It N 11 00 �j J n_ t t to I c` ; , . , y t� \ Kjn��,, „nom '� '•' ni el , r �►uc+ > ..,,.:ialthl. 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AMERICAN CANADIAN REAL ESTATE, INC. ® KENT, WA 98032 Drawn _ _ H orizont al (425)251 -6222 v ` - • .� r; (425)251 FAX Checked — MP - G_ 1 " +20' �/ P.O. BOX 3280 � -�► ,= Approved J•1 . Ve rti cal KENT WASHINGTON 98032 s G W CIVIL ENGINEERING, LAND PLANNING, N/A �r SURVEYING, ENVIRONMENTAL SERVICES 'Na LNG�N� Date 1Q AW3 (253) 854 -7002 0 r. n z z r No. I Date By Ckd. Tale= rn r� OO A� a D m v� z� a -o O� 7D O O� �Z r 0 , 0 > =Z M m M mz m J 406 g 0� >�rn z =o � m_ mK �rn r� "Z o� c oD 050 OZZ Z �n 00 zz CIO WM A z roO wr Z a`u Z 0 M A 7 m� z Revision T.E.S.C. PLAN FOR KHAN 3 —LOT DEVELOPMENT ( Ir f• \ �(Y,rlr- 1 t iw ; a Pte 'Tlni� ' 1 2 1 1 ,1 1 p s Xr:f� ,1 217b hol,z11217 -t , � .'t "�rV'i•'j�1'�i, /,r,�, ,. � , „ .�, , •/ Cl' �, % .S:r 'CUI!• y. t�tC'' hQf1,, � rr 5_K0n. ) , r 0 n C v I _ .Eilr 1' �s / N � $5 e� CRY OF TUKWILA WORM DRAINAGE ORAL NOTES I. ALL WORK AND MATERIALS SHNl BE IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR ROAD. BRIDGE. AND MUNICIPAL CONSTRUCTION." WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION, WASHINGTON STATE CHAPTER. 1994 EDITION. TO(>1:l " WITH THE LATEST EDITION OF THE CITY OF TUKWILA ENGINEERING STANDARDS. 2. AN APPROVED COPY OF THESE PLANS MUST BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 3. R Stall BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY IN CITY RIGHT -OF -WAY. 4. PRIOR TO ANY CONSTRUCTION ACTIVITY. THE CITY OF TUKWIA ENGINEERING DEPARTMENT (433 -1850) MUST BE CONTACTED FOR A PRECONSTRUCTKNN MEETING. 5. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. R IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERITY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN. AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE MJI'LEdfNTAMON OF THIS PUN. THE CONTRACTOR SHAW. CONTACT THE UTILITIES UNDERGROUND LOCATION SERV ICE =AMTE 0 -424- 5555) PRIOR TO CONSTRUCTION. THE OWNER OR HIS REPRFSENTATNE Stall CONTACTED IF A UTILITY CONFLICT EXISTS. 6. CATCH BASIN - TYPE 1 - PER WSDOT /APWA STANDARD PLAN B -1 OR ASSOCIATED SAND AND GRAVEL CB -15. OR EQUAL.. 7- CATCH BASIN - TYPE N - PER WSDOT /APWA STANDARD PLAN B -iE (48 -INCH I.D. OR 54 -INCH I.E. AS DESIGNATED) OR ASSOCIATED SAND AND GRAVEL CB -19. OR EQUAL. 8. UNIT COVERS AS DESIGNATED ARE WSDOT/APWA STANDARD. (PER STANDARD PLAN B -12). 9. ALL TYPE NI CATCH BASINS SWILL HAVE LADDERS OR SAFETY STEPS PER WSDOT /APWA STANDARD PLAN B -12. 10. ALL CATCH BASIN FRAMES AND CRATES Stall BE DUCTILE IRON PER WSDOT/APWA STANDARD PLAN B -2A. 11. ALL CATCH BASIN GRATES Stall BE DEPRESSED 0.10 FEET BELOW PAVEMENT /CURB LEVEL. 12. ALL OIL /WATER SEPARATOR CB GRATES SHALL BE OF TFIE ROUND SOLID LOCKING TYPE. 13. ALL STORM DRAINAGE CONVEYANCE PIPE SHALL BE ONE OF THE FOLLOW94G AS DESIGNATED: A. HELICAL CORRUGATED ALUMINUM (OR ASPHALT-- TREATED STEEL). WNIMUM 16 GAUGE OR GREATER AS SHOWN 2 2/3 -INCH x 1/2 -INCH CORRUGATION. WITH WATERTOIT CONNECTING BANDS. B. CONCRETE, PER AS.T.M. C -14. CLASS II. NONREINFORCED BELL AND SPM (WITH BELL FLUSH WITH C.B. WALL OF USED). WITH RUBBER GASKETS. C. PVC. CONFORMING TO AS.T.M. D -3034 - SDR 35. D. PIPE MAY BE ANY OF THE ABOVE PROVIDED: 1) PIPE JOINT'S MUST BE OF THE SAME MATERIAI.S. AND 2) WHERE A MUST BE MATERIAL IS SPECIFICALLY SHOWN ON THE PLAN. THAT E. MINIMUM PIPE COVER SHALL BE 2.0 FEET. F. SMOOTH WALL SPIRAL RIB ALUMINUM (OR ASPHALT- TREATED STEEL) PM 16 GAUGE. W/34 -INCH 3/4 -INCH RES AT 7 -1/2 INCHES O.C. G. ADS TYPO: N -12 H IGH- DENSrlY POLYETHYE.ENE CORRUGATED PIPE WITH AN INTEGRALLY FORMED SMOOTH INTERIOR TO THE REQUIREMENTS OF AAS.H.T.O. M -294. 14. ALL PIPE BEDDING SHALL CONFORM TO WSWF /APWA SECTION 9- 30.7(1 )13 FOR ALI MNUM AND PVC. PMT AND SECTION 9- 30.7(1)A FOR CONCRETE PIPE. ALL TRENCH BAC FILL SHALL BE COMPACTED TO 92 PERCENT MINIMUM DRY DENSITY PER AS.T.M. 0- 1557 -70. 15. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION ACCORDING TO WASHINGTON STATE SPECIFICATION 7- 02.3(1). THIS SWILL INCLUDE NECESSARY LEVELING OF THE TRENCH BOflOMM OR THE TOP OF THE FOUNDATION MATERIAL AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL. TO UNIFORM GRADE SO THAT ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE UNYIELDING BASE. F THE NATNE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE REQUIREMENTS FOR `GRAVEL BAC FU FOR PIPE BEDDING,' THE FIRST LEFT OF PIPE BEDDING MAY BE OMITTED. PROVIDED THE MATERIAL IN THE BOTTOM THE TRENCH IS LOOSENED. REGRADED. A COMPACTED TO FORM A DENSE UNVEUDING BASE. 16. ALL BUILDING ROOF DRAIN DOWNSPOUTS AND FOOTING DRAINS SHALL BE DIRECTLY CONNECTED TO THE MAIN STORM DRAINAGE CONVEYANCE SYSTEM THROUGH AN UNDERGROUND PIPE SYSTEM. ROOF DRAINS AND FOOTING DRAINS SHALL BE SEPARATE SYSTEMS AND SHALL BE CONSTRUCTED OF 6-INCH (OR 8-INCH DIAMETER WHERE SHOWN) PXQ (RIM. NON°ERFORAIM FOR ROOF DRAINS. PERFORATED FOR FOOTING DRAN&) SUFFICIENT CLEANDUTS AND BENDS SHALL BE INSTALLED SO THAT THE SYSTEM CAN BE EASILY MAINTAINED. THE SlfSTEM SHOWN HEREON IS SCHEMATIC ONLY. THE DRIWNAGE/GIWNG CONTRACTOR OR LANDSCAPER MAY ALTER THE LAYOUT AS REQUIRED TO BETTER DRAIN THE SITE THE CONTRACTOR SHALL KEEP A DINED RECORD OF TIC LOCATION OF ALL PIPES AND CLEANOUTS NO SUBMIT SAME TO THE CITY. Ems. AND OWNER UPON COMPLEIM OF TEE WORK. 17. ALL ROOF AND FOOTING DRAINS SHALL BE LOCATED IN THE FIELD AND ADJUSTED AS NECESSARY TO AVOID IMPACTING THE EXISTING TREES DENOTED ON THE GRADING PLAN TO BE SAVED. DRAIN LINES SHOULD BE LOCATED OUTSIDE THE DRIP LINE OF TREES TO BE SAVED WHEREVER POSSIBLE 1& THE STORM DRAINAGE SYSTEM SHALL BE 00!NSTRUCTED ACCORDING TO THE APPROVER PLANS WATCH ARE ON FILE N THE ENGINEERING DEPARTMENT: ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRYIM N APPROVAL FROM THE PROPER AGENCY. 19. STRUCTURES SHALL NOT BE PERMITTED WOO 10 FEET OF THE SPRING LIVE OF ANY STORM DRAIN PIPE. 20. CONSTRUCTION OF DEWIATERNG (GROUNDWATER) SYSTEM. F REQUIRED. SMALL BE N ACCORDANCE WITH THE AP.WA STANDARD SPECW1CANO S,. SECTION 61 3.02. 1981 EDITION. 21. PRIOR TO OCCUPANCY. THE PERIMAIENT STORK DRAINAGE SYSTEM MUST BE CLEANED OUT B1f PL%fM (00 NOT PUMP OR DISPOSE INTO ANY OTHER STRF^ STORK SEWER. OR SANITARY SEWER SYSTEM.) 22. RP RAP ROCK FOR EROSION PROTECTION SHALL BE OF SOUND QUARRY ROCK PLACED TO A MUM DEPTH OF ONE (1) FOOT. ROCK AGGRI:GAITE TO BE AS FOLLOWS: 1/2 INCT - 2 INCHES - 10 PERCENT - 40 PERCQFT 2 NOES - 4 NOES - 20 PERCENT - 40 PERCENT 4 NOES - 8 INCHES - 40 PERCENT - 70 PERCENT 23 TESTING OF ALL SR= SEINER PIPE WILL BE AT THE OPTION OF THE CITY Of TUKM & 24_ WHEN PLAIN ALUUM I PIPE OR PIPE ARCH IS USED WHERE R WILL ATE IN CONTACT WITH CONCRETE OR CONCRETE PIP'S, ALL AUAi" SURFACES N CONTACT WITH THE OONCRETE OR CONCRETE PPE SWILL BE PARED MM TWD COATS OF PAINT_ THE ALLJ1V = PIPE TO BE PAINTED SHALL BE CLEANED WM SOLVENT TO REMOVE CONTAiAVANT& AFTER CLEARIM THIS PPE SlHiALL BE PAINTED WITH TWO COATS OF PANT COWOIbANIG TO FEDERA[. SPEXIFICANION TT -P -WS (PASSE PAM. ZINC CHIMMATE, AL!(YD VDICE) DETAILS LOCATED IN A PORTION OF THE NE 1/4 OF THE SE 1/4 OF SECTION 15, TOWNSHIP 23N, RANGE 4E, T 12' SO IN X IE= 122.50 I I x WILLAMETTE MERIDIAN TUKWI LA, WASHINGTON RIM - 132.52 STANDARD FRAME AND SOLID Jill RIM = 131.24 RIM-132.52 LOCKING LID PER KCRS STANDARD FRAME AND SOLID STANDARD FRAME AND SOLID STANDARD FRAME AND SOLID 2 - 022 AND 2 -023. 3' LOCKING LID PER KCRS ,BLOCKING LID PER KCRS LOCKING LID PER KCRS DRWGS 2-022 AND 2-023. _ _ = _ DRWGS 2 -022 AND 2-023. DRWGS 2-022 AND 2 -023. • BOFIOM OF LIT) • • • • • • • . - - 4 A - • • • r. r..� - • • • • e e • a • • • • TION = 128.5 EL T [OH U 28.5 g &O 49 - - -- MAX WS EL= 127.5 N7 - - - - - - 12 - MAX WS E. =127.5 � - - - 12 x x x v 4 0� HANDHOLDS. STEPS OR HANDNNOLDS. STEPS OR °° ♦ w cl !ADDER PER KCRS DRWG 4' LIVE LADDER PER KCRS DRWG ! 4. LIE ,� • 2-011. IV. FLA FLO W RESTRICTOR DEVICE, 2- 011. 7W. ! SET: DETAILS BELOW. STORAGE a `� r ! M N •-. d 7' YIN. 7' MIN. W RESTRICTCt DEVICE {) DEPTH Z SEE DETAILS BELOW. ! ! -� Q `v 12" SD OUT �_� ! W - -1 12m D ESTORAGE EL .5 AD SGE W=123 � -� E= 123.50 CD Z W DEAD STORAGE WS EL =123.5 i ! - SO OUT > /C _ - - r MIN. SED. C - - Z Q O � 1 2 Sp • - - - .� - - 6' YIN. SEC. � ! ! = - , ,/ STORAGE 0 FLOOR GRATE Z Q IN - -> V 3t v STORAGE ! ! ! • • �� - MA X SE ST EL =12 2.0 OVER _ se MA S EDIME NT S TORAGE EL= 12 %' ! ! • _ _ _ _ VAULT BOTTOM EL 121.50 (ALONG WALLS). 120.13 (ALONG FLOWUNE) -_ 4 - - -- - - - - - 14 EL= 121.50 TO SUMP BOTTOM W 5X EL: 120.13 5 � ! �� 4' TO SUMP BOTTOM • - ° - • '• -- ° - 11 4' SQ. SUMP NOTES: I. ALL METAL. PARTS MUST BE CORROSION RESISTANT. STEEL PARTS MUST BE GALVANIZED AND ASPHALT COATED (TREATMENT I OR BETTER.) 2. PROVIDE WATER STOP AT ALL CAST- N -PIACE CONSTRUCTION JOINTS. PRECAST VAULTS SHALL HAVE APPROVED RUBBER GASKET SYSTEM. 3. VAULTS s 10' WIDE MUST USE REMOVABLE LIDS. 4. PREFABRICATED VAULT SECTIONS MAY REQUIRE STRUCTURAL MODIFICATIONS TO SUPPORT 5'x10' OPENING OVER MAIN VAULT. DETENTION VAULT DETAIL - SECTION A -A 2' COMPACTED DEPTH - CIASS 'B' A.C. PAVEMENT 4' COMPACTS© DEPTH CRUSHED ROCK BASE COURSE (ALT. IS 3 ATB) SCALE: 1' = 2' 0 000 .� ce coo . . ..t• .. .. • • .•. . 12' SUBGRADE COMPACTED TO 95% ' (MODIFEO PROCTOR DENSITY) PRIVATE ASPHALT PAVING SE CTION N+tOT TO SCALE (PROVWO I14 GEOTECH REPORT) 4' SQ. SUMP � (BEYOND) I L____ -. L____ -_, d -- 7 11 I ORIFICE ! i DETENTION VAULT CROSS SECTION B -B SCALE: Hor. 1' = 2' poq r 2` MIN • 12" MIN 6" REMOVABLE WATER - TIGHT COUPLING OF FLANGE PLATE WELDED TO ELBOW WITH ORIFICE AS 'SPECIFIED FLOW RESTRICTOR ELBOW DETAIL „i) a [ll&?a?I3 M M =13124 STANDARD FRAME AND SOLD CB 12 LOCKING LID PER KCRS DRWGS 2-022 AND 2-023 12' MIA DMYETER (OR 12' SD N HI 1FR INLET PIP SO a) EQUNALETNI) VENTILATION MW HAND (P #4} TO PIPES TO SURFACE N ALL FOUR CORNERS OF VAULT O TV FLOOR AT 84E A 3 4 A .............. .. . . . ............ L-t � � TIP_ FLOwLJ`� 11' cZ.= 120.13 4' 1' TYP. AM GRATE OVER VW RAM= 132.5 S" TYP. FLOOR AT S UMP WHIM r & HINGED L EVER KCRS 11 R1GS 2-•022 LOCKING O fBL1 GALVANIZED METAL x6") 4 3' 2 FROM FLOW REDTNCfOR SO HlANDHOLDS/tAlDlDEIt CAN SORDID TO FLOOR GRATE FLOW FESIRICM DEVICE.- iY SD OL,R ai (SEE DETAILS THIS %IEET" VAULT DETAIL - PLAN SCAt£: HW. 1' = 5' • I 2' TO I ORIFICE • VAU LT ACCESS UD PAVED ROAD SURFACE BOTTOM OF LID ELEVATION = 128.5 MAX WS EL= 127.5 RESTRICTOR PLATE W ORIFICE DID= 0.55 (SE DETAIL THIS SM PIPE SUPPORTS: 3x0.090 GAGE - BOLTED OR IMBEDM 27 IN WALL 0 MAX 3' -0' SPACING (LOLL ONE SUPPORT) CLEANOR G: 87018 SHEAR GATE OS DEAD STORAGE- S= 123.5 FIELD VERIFY LOCATION FO GATE HANDLE TO W ALL AAi!� OF VAULT • •• CLEANOUT SHFJARGAITE HANDLE TO BE HUNG FROM LADDER FOR EL= 124.5 X12' MIN. 12' ClWp 2 SD CMP • STANDPIPE . VAULT BOTTOM (BEYOND) EL= 123.0 Z N RESTWTOR PLATE Willi OR510E D'A = 0 -54 IN- F=LOW RESTRICTOR RISER NOT TO SCALE �` P. v • D cl O c3 d Z Q `v W CID Q CD Z O W � 0 Z Q O Z ul m = 00 Q 0 Q Z Q Q' 3t v U �� Q se U Ir W Q o c 0 0 i� � V 0 r > m; m d1 ILA o p x. • c c a 3 V CL a X fmce::eo ".Tvnln3w -;-' u 0 2 b 20JO4 _ c4 CEX% o O z� W a Q log �MNLV p Q ON 00 �a c co z S o 0 0) cp DO z N N I N W CIS LE u7 1A CD Z o � � � to t OD Y� v vV � a A W h,.J 3O Z Q Z n v 6►� co�' t o ISlitE��k Z N ; 1 0 AL E� n i i 6- 10-055 I I� f a r '�i • /• `• \, .•M • •.r� I�••• /�' •'fir I '' ,,,/•'I• r• _..,• ....•.... ..•....•. .. � .�...•.....••... .••�.,.. •••_.- „.` „• •�`1 0 .- AA / t 1 Vin.... •� ..�y_ ✓' �• •_. <n v �.� ...� �� ..'.1r�•,- ...•...,.- ....ti. ...�... „�- n....n_... / f /, ,.�'! ,�•_..._.. rl ~� •`•,•�.,` ``�' `,,� i j ,, �1� 1 1K,,, . <, • ry •r, // ' � , r�, ` {{ �)' NAG / Of l..r ( � � ~ `+ ) 1 /% mo w,} i � �� � • ,•� 1 , l a{ W { r a: tl _ f �, ,. •-..._ �.. ,,.,, _ ^� -~ tea. / M• 1 /�,. / �� �', i lAld Ac IC �, �... \... i . IrF 10 PVC ter”" V •�,;� S=0.015 c; �' ; �c�,' ;a' W ` �... -r. ► \ ♦ l " , �. .�. .� N -- -- - _ M _- . r_ - parr• r y."" - ,n w_ M_ , _. 'm On r G �r r11+'1X r G$ �i� N x gm � v cn cn v , p� T. v A�L po rn ff77 f� y amy. . Cr'I,Qri ^! �mC= fn O Ps P 83.116, 1 ; %j 11m ( . A . b $ � $ �” # a i 7 x tl p n '4 & viv 01 yi C1 FR FR s rq r 0 Job Number 11217 sh "t 10 A L' IIC ►' 1 loo o-. \ 1 ! : ' : \r►u;pr)rr,,1!1ry'� r to Cm V dl N 4b W N 0 o o g F v CA a 0 1C WR iN 0 s D rn m m n O z z m n mmi O z r D Z rl M y N 0 2 7/19/04 TES HPG HPG REVISED HOUSES PER ARCHITECT 1 5/7/04 KIB HPG I HPG REVISED PER CITY COMMENTS No. Dab I By Ckd. I Appr. Revision 6 H � I V� rr �Y C4 `- ! N G����� 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251 (425)251 -8782 FAX CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES Designed -M- Drawn ___KIB_ Chocked -.HEG- Approved _NeGG Dote U ?/ 19/ :'004 1.1;4� tstephcns Xrcfs: 21 12 Scale: For. Ho AMERICAN CANADIAN REAL ESTATE, INC. 1 •m200 P.O. BOX 3280 Vertical KENT, WASHINGTON 98032 N/A (253) 854 -7002 ! 17 -t,1 1217- CRD- STM,S_Kohn, Title WATER /SEWER CONNECTION PLAN FOR KHAN 3 —LOT DEVELOPMENT -4449 • 0 VA Ln go z 9 0 0 co CO �. :.. . ........ rn PROPERTY UNE . ..:. . . rn . . . . ............._..• .... _. :. :.......• :•• :........�.. :. :.. :...•. :.... ............ .. •..•: :••• :.:.:.: w,. ...• ........... ........ • . . . . . . . . . . . .. .. .. . . . ' ... ...... . .. PROPERTY %RAIN UNE :: .... :::.: ::::: : �... . ;. ; ........ ................ .....;.. ........ .... ......... ... ... .................... .....:, ;._..i... . �� .. EX...EDGE: OF ,PAVEMENT .: :.:. :..... .. EX OF�MACADAM ...... . .. .... . . ..... .......... . .... .. � .. • EX. EDGE • OF PAVEMENT' .... ........... .. .......................... : ................... .:....................... ...... ... .... .......... ...................... .... , ........ ; ......... : : o � $ � a o 01 41 O. r �► r � ry FR I PIa l RFR I ra fill I rn FR €A N CP g ON rn I ff l imb rn MIS 4 � 4 0 4 0 Pn m log I L d m P 0 w N V M C - gg G7 N No. I Date 19y I Ckd. I Amr. Job Number 11217 sheet C5 O f 5 o' � r 4 Z Oa y s l► `r �HC E N G �N�� 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251 -6222 (425) 251 -8782 FAX CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES Designed _K18_ Drown —KID- Chocked ..HP-0. Approved ..HP Date LQ - W03 Seale: For Horizontal AMERICAN CANADIAN REAL ESTATE, INC. 18-10' P.O. BOX 3280 Vertical KENT, WASHINGTON 98032 1 0 =5 0 (253) 854 -7002 D O ti Z 0 =�l m C0 n O C0 C0 C0 m n mmi O z Revision Title GRADING NOTES /CROSS SECTION FOR KHAN 3 -LOT DEVELOPMENT I i (1(1 1' ! ' ,' C ^'�i�Ir•r yrb:� `• . ' ! C!.' r1W(" 1)(11o,• 11010 %)/,/ I W AW 10: N ,tcuiv. i : i V um. nrei;. T. I I;. i r M � Lm -441 I • do 0 0 4 r q0 4* p r II II • 1 co O D F— m m St ti�� N oti ,. Job Number H r 18215 72ND AVENUE SOUTH 11217 Ir /' 0, KENT, WA 98032 Shoo 1 .�rMr r 60 (425)251 -6222 t � (425)251 -8782 FAX CIVIL ENGINEERING LAND PLANNING, 1 G � r �NC E N %* $ 41+ %N$41+ SURVEYING, ENVIRONMENTAL SERVICES I�)U'. \' 1.' i ; '�rn<��nt +t►r dlit 1 1 ;,' 1 ' . 1 clri�; I1GIt!•� 1 inrr, U !/ 1 4/ :U04 Ub;,,{ I bcale 1 % --2) Designed AID Drawn Checked _ARG Approved _.H.P -Q- Date 7 1 ,4 21 1 ;e1 7•-t, IC .. c; r! M z Z t I r t I �4 a A * IF ��..... � ti it �� %', /• t r• 6 A mu v D 0 11 r0 .1 mC m m m LZIm� m ai mmq 0 n s O VJ 2 Pa Z aw Im " ' / • ...... ::.rte- -- .�._ •..M_.�.__ .• �.. »... y'_...... ...— 8s eau nvav oyn son �- r goo TH C n Z D 4 42nd AVE S 0th AVE S .a V ? N a �a 0 5 � I •�d 9 �S �2 C- m r r Scale: F Horizontal AMERICAN CANADIAN REAL ESTATE, INC. AS SHOWN P.O. BOX 3280 Verti KENT, WASHINGTON 98032 AS SHOWN / (253) 854 -7002 - GRU- 51M,S_Kohn,21 12 17 -p, 1 15/7/041 KIB I HPG I HPG I REVISED PER CITY COMMENTS No. I Date I By I Ckd. I Appr. Revision Tide FIRE TRUCK EXIBIT FOR KHAN 3 -LOT DEVELOPMENT -44 'AA 06 1 • . SAW..:CU.T.. EX.. ASPHALT # ... 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J. `'�..N• `•r'r.••w .'• •A�, _• _.._..._.. .� • • J•• .. `�r'y .a r .Ll ..ww.w »w...,»w•�'•• ' UC�J J '1lF , 6 i,.Jl'./"Y ,�jS' , -• ,,• %' %� 1 . ,,. .. _. r am �r Designed ..H9M Scale: � 18215 72ND AVENUE SOUTH KENT, WA 98032 Drawn Horizontal AMERICAN CANADIAN REAL ESTATE, INC. (425)251 -6222 Checked AM- D._ 1N - P.O. BOX 3280 (425)251 -8782 FAX Approved _.HPQ Vertical KENT, WASHINGTON 98032 CIVIL ENGINEERING, LAND PLANNING, N/A SURVEYING, ENVIRONMENTAL SERVICES Dote _ ?1..13%4 (253) 8 - 7002 a l ime V 1;/:1004 11 c + 5 cvl ?. 1�.�.0 bmccrory Xrots: 7 1111 %•- 1,21121% -ID, 1111 %- GRD- STM,S_Kahn,brucemc, No. Date By Ckd. Appr. Cf) D y' T Z 11 D ^ t! 0 D . Z 0 m� ��rn vo 5; -n �mr A D ��rn 2 zm Z o� �r =D �Z � C) MOD m Revision SIGNIFICANT TREE REPLACEMENT LANDSCAPE PLAN KHAN 3 —LOT DEVELOPM! 3 ,qqq9 1 I IN /• I . ,,. .. _. r am �r Designed ..H9M Scale: � 18215 72ND AVENUE SOUTH KENT, WA 98032 Drawn Horizontal AMERICAN CANADIAN REAL ESTATE, INC. (425)251 -6222 Checked AM- D._ 1N - P.O. BOX 3280 (425)251 -8782 FAX Approved _.HPQ Vertical KENT, WASHINGTON 98032 CIVIL ENGINEERING, LAND PLANNING, N/A SURVEYING, ENVIRONMENTAL SERVICES Dote _ ?1..13%4 (253) 8 - 7002 a l ime V 1;/:1004 11 c + 5 cvl ?. 1�.�.0 bmccrory Xrots: 7 1111 %•- 1,21121% -ID, 1111 %- GRD- STM,S_Kahn,brucemc, No. Date By Ckd. Appr. Cf) D y' T Z 11 D ^ t! 0 D . Z 0 m� ��rn vo 5; -n �mr A D ��rn 2 zm Z o� �r =D �Z � C) MOD m Revision SIGNIFICANT TREE REPLACEMENT LANDSCAPE PLAN KHAN 3 —LOT DEVELOPM! 3 ,qqq9 File: ID D04 -0256 35mm D rawing #I.. I LSI ADAPT I LEGEND: 6 -1 BORING NUMBER AND APPROXIMATE LOCATION NOTE: SITE PLAN IS BASED ON LOT SURVEY AND TOPOGRAPHIC SURVEY BY CRONES & ASSOCIATES (DATED DECEMBER, 2000) \, W cF \ dl 'X373 A9 wao 0 30 60 SCALE IN FEET IIIIII.ILililil . fll.lrl�l Ill. fll�lll I I li�ll Ill T Inch ups ICI I ff 800 Maynard Avenue S., Suite 403 Seattle, Washington 98134 Ph : 206.654.7045 Fax : 206.654.7048 Y . Q f; r� FIGURE 2 - Site & Exploration Plan Project : Hellwig's Addition Lots 1, 2 & 149 Location : 13821 Macadam Road South Tukwila, Washington 98168 Client : AIA International Development Date : 05/23/01 J ob # :S— WA- 01 -6267—